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HomeMy WebLinkAboutPermit D19-0407 - SINDHU HOMES / LOT 1 - NEW SINGLE FAMILY RESIDENCELOT 1 - S 146 4654 S 146TH ST Apn: 0040000567 FINALED 02/08/2021 D19-0407 Parcel No: Address: 0 City of Tukwila Department mfCommunity Development 630U6outhcenterBoulevard, Suite #1DO Tukwila, Washington 9O1QO Phone:Z08'431'3670 Inspection Request Line: 2OG~438'9350 Web site: http://www.TukwilaWA.Rov COMBOSFR PERMIT Permit Number: D19'0407 Issue Date: 3/9/2020 Permit Expires On: 9/5/2020 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: ',WA, GARY5|NGH S0HuHOMES INC <Q}mST 464ZSl48ST,TUKVV|LA,WA, 98168 S|DHUH1881]F Phone: (206)244'1900 Phone: (206)244-I900 Expiration Date: 3/22/2020 DESCRIPTION OFWORK: NEW SINGLE FAMILY RESIDENCE. PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, DRIVEWAY, STORM DRAINAGE, WATER SERVICE, STREET USE WATER DISTRICT #125 AND VALLEY VIEW SEWER. Project Valuation: $575.821.28 Type ofFire Protection: Sprinklers: Fire Alarm: Type ofConstruction: VD Electrical Service Provided by: Fees Collected: $20,261.SO Occupancy per IBC: R-3 Water District: Sewer District: 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: National Electrical Code: WA Cities Electrical Code: VVA[296-468: nergy Code: Public Works Activities: ChanneUsgion/Sthping: Curb[u1/\oess/Sidewa|k: Fire Loop Hydrant: Flood Control Zone: Hau|ing/OveoizeLoad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 150 Fill: 150 Number: 0 No Permit Center Authorized Signature: Date: � � | hearbycertify that | have read and examined this permit and know the same tn betrue and correct. All provisions nflaw and ordinances governing this work will becomplied with, whether specified herein ornot. The granting of this permit does not presume to give authority to violate or cancel the provisions cfany other state or local laws regulating construction or the performance of work. I am authorized to sign and obtain this development permit and agree tothe conditions attached tothis permit. Signature Print Name: This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended o/abandoned for aperiod ofl80days from the last inspection. PERMIT CONDITIONS: l: Front Yard Setback (South, S 156h St): 20' Second Front Setback (East, Private Rd): lO' Side Setbacks (North,VVe«t):5' ]: Front Yard Setback (5outh,Sl5GhSt):ZO' Second Front Setback (East, Private Rd): lO' Side Setbacks (morth,VVesd:S' 3: 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. 4: All permits, inspection record card and approved construction documents shall be kelpt at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. 5: The special inspections and verifications for concrete construction shall beasrequired byIBC Chapter 17' Tab|eI7D53. 6: The special inspection of bolts to be installed in concrete prior to and during placement of concrete. 7: When special inspection is required, either the owner orthe registered design professional in responsible charge, shall employ a special inspection agency and notify the Building Official of the appointment prior to the first building inspection. The special inspector shall furnish inspection reports to the Building Official in xtimely manner. Q: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall besubmitted tothe Building Official. The final inspection report shall beprepared bythe approved special inspection agency and shall be submitted to the Building Official prior to and as a condition offinal inspection approval. 9: Truss shop drawings shall be provided with the shipment of trusses delivered to the job site. Truss shop drawings shall bear the seal and signature of a Washington State Professional Engineer. Shop drawings shall be maintained on the site and available to the building inspector for inspection purposes. lU: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given inthe soils report. Special inspection isrequired. ll: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 12: Notify the City ofTukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. l]: All wood toremain inplaced concrete shall betreated wood. 14: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 15: Remove all demolition rubble and loose miscellaneous material from lot or parcel of ground, properly cap the sanitary sewer connections, and properly fill or otherwise protect all basements, cellars, septic tanks, wells, and other excavations. Final inspection approval will be determined by the building inspector based onsatisfactory completion ofthis requirement. 16: A Certificate of Occupancy shall be issued for this building upon final inspection approval by Tukwila building inspector. 17: All construction noise to be in compliance with Chapter 8,22 of the City of Tukwila Municipal Code. Aonpy can beobtained otCity Hall inthe office ofthe City Clerk. 18: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4-inches shall be maintained above the controlswith the strapping. 19: Preparation before concrete placement: Water shall beremoved from place ufdepodtbefore concrete b placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall heremoved from spaces tobeoccupied byconcrete. IO: VALIDITY OFPERMIT: The issuance o/granting ofapermit shall not beconstrued tobeapermit for, oran approval of, any violation of any of the provisions of the building code or of any othe-r ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances ofthe City ofTukwila shall not bevalid. The issuance ofapermit based unconstruction documents and other data shall not prevent the Building Official from requiring the correction oferrors in the construction documents and other data. 21: Manufacturers installation instructions shall beavailable onthe job site atthe time ofinspection. 22: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the followin.- rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 23: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment orappliance rests. 24: All plumbing and gas piping systems shall beinstalled incompliance with the Un\fornmPlumbing Code and the Fuel Gas Code. 25: Noportion ofany plumbing system orgas piping shall beconcealed until inspected and approved. 26: All plumbing and gas piping systems shall betested and approved asrequired bythe Plumbing Code and Fuel Gas Code. Tests shall beconducted inthe presence ofthe Plumbing Inspector. It shall bethe duty of the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work isready for inspection. 27: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision ismade toprotect such pipe from freezing, All hot and cold water pipes installed outside the conditioned space shall beinsulated tominimum K'l 28: Plastic and copper piping running through framing members to within one (1) inch of the exposed framing shall beprotected bysteel nail plates not less than I8gauge. 29: Piping through concrete or masonry walls shall not be subject to any load from building construction. No plumbing piping shall bedirectly embedded inconcrete ormasonry. 30: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls u/partitions shall he protected inaccordance with the requirements ofthe building code. 31: Piping inthe ground shall belaid onafirm bed for its entire length. Trenches shall bebackHUedinthin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cinderM||'frozen earth, orconstruction debris. 32: The applicant agrees that heorshe will hire alicensed plumber tuperform the work outlined inthis permit. 33: All new plumbing fixtures installed in new construction and all remodeling involving replacement of p|umbin8fixtu/es in all residential, hotel, motel, school, industrial, commercial use nrother occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards 'in accordance with RCW 19.27.170 and the 2006 Uniform Plumbing Code Section 402 of Washington State Amendments 34: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance H2436) 35: All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 24]6). 37: New and existing buildings shall have approved address numbers, building numbers w/approved building identification placed in a position that is plainly legible and visible from the street orroad fronting the property. These numbers shall contrast with their background. Address numbers shall beArabic numbers oralphabet letters. Numbers shall be a minirnurn of 4 inches (102mm) high with a minimum stroke width ofQ.5inch (127mm). (|FC50S.l) 38: Adequate ground ladder access torescue windows shall beprovided. Landscape aflat, lZ'deepby4'wide area below each required rescue window. (City Ordinance #Z4]S) 39: Maximum grade for all projects is 10% with a cross slope no greater than 5%. (IFC D103.2) 36: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #Z436and #2437) 40: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval ofsuch condition orviolation. 41: ~~*PUBL|[WORKS PERMIT [ON0T|ONS*** 42: [aUtoschedu|emandatorypre'constmcMunmeetin8vvith1hePub|icVVo/ks|nspecLnr,(2O6)438'935O. 43: Schedule and attend a Preconstruction Meeting with the Public Works Department prior to start of work under this permit. Toschedule, call Public Works at(ZO6)4]O-935U. 44: The applicant or contractor must notify the Public Works Inspector at (206) 438-9350 upon commencement and completion ofwork atleast 24hours inadvance. All inspection requests for utility work must also be made 24hours inadvance. 45: Permit is valid between the weekday hours of 7:00 a.m. and 510 p.m. only. Coordinate with the Public Works Inspector for any work after 5:0Op.m.and weekends, 46: Work affecting traffic flows shall beclosely coordinated with the Public Works Inspector. Traffic Control Plans shall bosubmitted tuthe Inspector for prior approval. 47: The City ofTukwila has anundergrnund|ogordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 48: Flagging, signing and coning shall beinaccordance with MUT[Dfor Traffic Control. Contractor shall provide certified flagmen for traffic control. Sweep orotherwise clean streets tothe satisfaction ofPublic Works each night around hauling route (No flushing aUowed). Notify Public Works inspector before 12100 Noon onFriday preceding any weekend work. 49: Any material spilled onto any street shall becleaned upimmediately. 50: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site orinto existing drainage facilities. Sl: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior tothe Final Inspection. SZ: The Land Altering Permit Fee isbased upon anestimated cubic yards ofcut and cubic yards o/ 0|. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference inpermit fee prior tuthe Final Inspection. 53: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise nfI0feet ormore and will beunvvorkedfor greater than l2hours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must bestockpiled nnsite atthe beginning ofthis period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. 54: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas ofthe site shall be permanently stabilized prior tofinal construction approval. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206)438-9B50 5180 BA[KFLOVV FIRE I700 8U|L0NGF|NAL~* 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDVV 5200 EROSION MEASURES 5210 EROSION MEASURES FNL I400 FIRE FINAL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 GAS PIPING FINAL 0606 GLAZING 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0703 W1E[HEQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 P|PE/DUCT|NSULAT|ON lSOO PLANNING FINAL 1900 PLUMBING FINAL 0 5160 PUBLIC WORKS PRE -CON 0705 REFRIGERATION EQUIP 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 0701 ROUGH -IN MECHANICAL 0704 SMOKE CONTROL TEST 0702 SMOKE DETECTOR TEST 5090 STORM DRAINAGE 5100 STREET USE 0710 TYPE 1 HOOD AND DUCT 0412 UNDERFLOOR FRAMING 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Combination Permit No. q. Project No.: Date Application Accepted: Date Application Expires: •)--;"" (For office use only) COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION King Co Assessor's Tax No.: oacto 0 0125 0- Site Address: 4/.65 Li 5 eA,A Awl "-p.a.:L/1 c-A `PO PROPERTY OWNER Name: Address: 1 . 1 S' City: ---cctici,,icA State: i...., Zip: a CONTACT PERSON — person receiving all project communication Name: —.. Address: 1, 1.... City: --1 t.....A_ State: c....00 Zip: 9 200( Phone: 20L,wit 'cry Fax: . Email: 64' tAA4tu:„...11 , (;) , ect.....c., 4 GENERAL CONTRACTOR INFORMATION Company Name: 5i ak, ....v.v.„...,.., tL Address: i ,1_ .,, kt.di co st Zip: City: \‘.Ac..,_4.4N.pState: w iNk Phone: •,-Lt (6-Dottiv,pliax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: 151Akt,z4,, Architect Name: --r Address: it i 0 2 ..1 si ec sc City: scitlA L....L:1 4, . State: • • Zip: Phone: Las -pi 3 441 Fax: Email: — ENGINEER OF RECORD Company Name: g YLtC kALV441 Engineer Name: 0 Address: City: city: --ittt Luk.A. State: A Zip: ' t Phone: Locr v.?, v—ritt Fax: , Email: 0 , . 1-7(1-tce. etifc `7 i a 4 LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: Address: /...1(341 s 'qv ST City:—r I, 1 1 VNL,;14 State: kAi ot Zip: quo. la g 0 w_D KlApplicationsWorms-Applications On Line \201 I ApplicationaCombination Permit Application Revised 13-9-11.doinc Revised: August 2011 bh Page 1 of 4 PROJLC'I IN*ORMATION Valuation of project (contractor's bid price): $ poi' 1-7 Scope of work (please provide detailed information): ICJ ►`�- ��.-�.�-�S:`.�,t.. »ETAII EO BUILDING.JNEORAMTION PROJECT FLUOR AREAS. Basement lst floor 2"° floor Garage carport 0 PROI?OSE IspvARE FOOTAGE efr VI .114 21IA� Deck covered ❑ uncovered D Total square footage Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. E.O1J1PMENT.AND: ' INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS P MECHANICAL: Value of mechanical work $ l S° furnace <I OOk btu thermostat emergency generator appliance vent wood/gas stove fuel type: ❑ electric rAi gas ventilation fan connected to single duct water heater (electric) 4 4- other mechanical equipment PLUMBING: 0 v Value of plumbing/gas piping work $ 7000 1 f bathtub (or bath/shower combo) Lf dishwasher lavatory (bathroom sink) water heater (gas) bidet floor drain sink lawn sprinkler system T OF YOUR PROJECT. clothes washer shower water closet gas piping outlets H:\Applications\Forms-Applications On Line\2011 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 of 4 Scope of work (please provide detailed information): Call before you Dig: 811 Please refer to Public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT 0 ...Tukwila Water District #125 0 ...Letter of water availability provided SEWER DISTRICT 0 ...Tukwila El -Sewer use certificate 0 Highline 0 .. Renton 5 DI . Valley View 0.. Renton Oli ...Letter of sewer availability provided .. Seattle SEPTIC SYSTEM: 0 .. On -site septic system - for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): gl ...Civil Plans (Maximum Paper Size - 22" X 34") 0 ...Technical Information Report (Storm Drainage) 0 ...Bond .. Insurance Easement(s) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): 0 ...Right -Of -Way Use - Potential disturbance .. Construction/Excavation/Fill - Right -of -Way... 0 -or- Non Right -of -Way.. 0 Geotechnical Report 0 .. Maintenance Agreement(s) 0 ...Hold Harmless - (SAO) Ej ...Hold Harmless - (ROW) RI ...Total Cut 4t) Cubic Yards C8 ...Total Fill Lk3 Cubic Yards o ...Sanitary Side Sewer 0 ...Cap or Remove Utilities 0 ...Frontage Improvements 0 ...Traffic Control D .. Work In Flood Zone 3.. Storm Drainage a. Abandon Septic Tank 0 .. Trench Excavation O .. Curb Cut Ej .. Utility Undergrounding 0.. Pavement Cut 0 .. Backflow Prevention - Fire Protection o .. Looped Fire Line Irrigation Domestic Water o ...Permanent Water Meter Size. .. ..... " WO # 0 ...Residential Fire Meter Size " WO # 0 ...Deduct Water Meter Size 0 ...Temporary Water Meter Size 0 ...Sewer Main Extension Public 0 or Private 0 11 " WO # 11 ,, 0 ...Water Main Extension Public 0 - or - Private 0 11 FINANCE INFORMATION - THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ...water 0 ...sewer 0 ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Mailing Address: Day Telephone: City State Zip HAApplicationsWorms-Applicatiorts On Line \2011 ApplicationsTombirvetion Perm! Apptication Revised 13-9-11.docx Revised: August 2011 bh Page 3 of 4 PERSIfi APPLICATION MOTES, APPLICABLE TO ALL PERMrr$ 0' IH4S APPOCATIO! Value of construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the permit center to comply with current fee schedules. Expiration of plan review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER OR AUTHORIZED AGENT: Signature: Print Name: Mailing Address: 1-) l i\D`-� Day Telephone: City t c-A Date: 11 I/` 11 State Zip H:\ Applications \Porms•Applications On Line \2011 Applications\Combination Permit Application Revised 8 P-11. docx Revised: August 2011 bh Page 4 of 4 DESCRIPTIONS . , ACCOUNT I QUANTITY PermitTRAK PAID $16,405.90 D19-0407 Address: 4654 S 146 ST Apn: $16,405.90 DEVELOPMENT $5,718.57 PERMIT FEE R000.322.100.00.00 0.00 $5,547.07 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 PW PERMIT ISSUANCE/INSPECTION FEE R000,342.400.00.00 0.00 $82.50 PW CONSTRUCTION PLAN REVIEW R000.322.100.00.13 0.00 $82.50 IMPACT FEE $4,542.00 FIRE R304.345.852.00.00 0.00 $1,683.00 PARK R301.345.851.00.00 0.00 $2,859.00 MECHANICAL $195.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $195.00 PLUMBING $260.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $260.00 PUBLIC WORKS $5,383.37 GRADING PLAN REVIEW R000.322.100.00.13 0.00 $37.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $54.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $5,291.87 TECHNOLOGY FEE $306.96 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R20377 R000.322.900.04.00 0.00 $306.96 $16,405.90 Date Paid: Monday, March 09, 2020 Paid By: RAVEEN SIDHU Pay Method: CHECK 0091 Printed: Monday, March 09, 2020 3:51 PM 1 of 1 SYSTEMS Receipt Number DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $3,855.60 D19-0407 Address: Apn: $3,855.60 DEVELOPMENT $3,605.60 PLAN CHECK FEE R000.345.830.00.00 0.00 $3,605.60 PUBLIC WORKS $250.00 BASE APPLICATION FEE TOTAL FEES PAID BY RECEIPT: R19377 R000.322.100.00.00 0.00 $250.00 $3,855.60 Date Paid: Monday, December 23, 2019 Paid By: AP HOMES LLC Pay Method: CHECK 1009 Printed: Monday, December 23, 2019 2:31 PM 1 of 1 Permit Inspections City of Tukwila Permit Number: D19-0407 Applied: 12/23/2019 Approved: 2/29/2020 Issued: 3/9/2020 Finaled: 2/8/2021 Status: FINALED Parent Permit: Parent Project: Description: LOT 1 - S 146 Site Address: 4654 S 146TH ST City, State Zip Code: TUKWIIA, WA 98168 Applicant: LOT 1 - S 146 Owner: SIDHU RAVEEN Contractor: SIDHU HOMES INC (CONST) Details: NEW SINGLE FAMILY RESIDENCE. PUBLIC WORKS ACTIVITIES INCLUDE EROSION CONTROL, DRIVEWAY, STORM DRAINAGE, WATER SERVICE, STREET USE WATER DISTRICT #125 AND VALLEY VIEW SEWER. 'SE TIONS SCHEDULED DATE COMPLETED DATE TYPE INSPECTOR RESULT REMARKS LATH GYPSUM BOARD Bill Centen Notes: SMOKE CONTROL TEST Bill Centen Notes: PIPE DUCT INSULATION BU Centen Notes: AM GLAZING Bill Centen 551316 Notes: CONCRETE SLAB Bill Centen Notes: SPRINKLER COVER j Ben Hayman Notes: SPRINKLERS Ben Hayman Notes: Printed: Thursday, 07 October, 2021 1 of 6 rk SUPERION Permit Inspections City of Tukwila PLANNING FINAL Max Baker Notes: 3/10/2020 Any 3/10/2020 1 FOOTING Lee Sipe APPROVED #1 Notes: 3/9/2020 4:43 PM gary SINGH Lee, Good Morning. Please come around 10-11 am . Please call my son Apneet at 2064732131 30 minutes in advance. Thanks for your kind help. Thanks Contact Name: gary SINGH Site Address: 4654 S 146 ST Phone: 2062441900 e-Mail: GARYSINGH2@COMCAST.MET 3/23/2020 Any 3/23/2020 FOUNDATION WALL Darrin Graham APPROVED #2 Notes: 3/18/2020 6:55 PM gary SINGH Lee, I hope all is well! Please call me 30 minutes advance. Thanks Contact Name: gary SINGH Site Address: 4654 S 146 ST Phone: 2062441900 e-Mail: GARYSINGH2@COMCAST.NET PARTIAL 3/27/2020 Any 3/27/2020 STORM DRAINAGE Eric Pritchard APPROVAL eTRAKiT Inspection Request Notes: 3/26/2020 1:33 PM gary SINGH Please call me when you On your way. Like to request an afternoon inspection Contact Name: gary SINGH Site Address: 4654 S 146 ST Phone: 2062441900 e-Mail: GARYSINGH2@COMCAST.NET Tightlines from roof are in place per plans and stubbed out towards storm CB connection. OK to bury. 3/27/2020 Any 3/27/2020 FOOTING DRAINS Lee Sipe APPROVED #3 Notes: 3/26/2020 1:31 PM gary SINGH Please call me half an hour before you come. Like to request an afternoon inspection. Thanks 2062441900 Contact Name: gary SINGH Site Address: 4654 S 146 ST Phone: 2062441900 e-Mail: GARYSINGH2@COMCAST.NET 5/1/2020 AM 5/1/2020 UNDERFLOOR FRAMING Lee Sipe APPROVED #4 Notes: Printed: Thursday, 07 October, 2021 2 of 6 rk SUPERION Permit Inspections City of Tukwila 6/9/2020 6/9/2020 ROOF SHEATHING Lee Sipe APPROVED Notes: 6/23/2020 AM 6/23/2020 WALL SHEATHING SHEAR Lee Sipe APPROVED 245175 Notes: 6/29/2020 AM 6/29/2020 STORM DRAINAGE Eric Pritchard PARTIAL 1 APPROVAL 251385 Notes: 7/1/2020 AM 6/30/2020 j GLAZING Lee Sipe NOT APPROVED 361865 Notes: Canceled per contractor request. 7/6/2020 AM 2/8/2021 PLUMBING FINAL Bill Centen APPROVED 501884 Notes: 7/6/2020 AM GAS PIPING FINAL Bill Centen 59485 Notes: 7/7/2020 AM 7/7/2020 PIPE DUCT — INSULATION Lee Sipe NOT APPROVED 282779 Notes: Not ready. No permit on site. 7/7/2020 AM 7/7/2020 PIPE INSULATION Lee Sipe NOT APPROVED 312768 Notes: Not ready. No permit on site. 7/8/2020 AM 7/8/2020 ROUGH -IN MECHANICAL Lee Sipe APPROVED 16876 Notes: 7/10/2020 AM 7/10/2020 LATH_GYPSl M BOARD Lee Sipe PARTIAL APPROVAL 524766 Lath only OK Notes: P/A approved Lath only. 7/23/2020 AM 7/23/2020 FRAMING Lee Sipe NOT APPROVED 02663 Notes: Need fire, electrical approval before framing. 8/7/2020 AM 8/10/2020 FRAMING Lee Sipe NOT APPROVED 1 245106 Notes: Need fire cover approval. Printed: Thursday, 07 October, 2021 3 of 6 SUPERION Permit Inspections City of Tukwila 8/14/2020 AM 8/14/2020 WALL INSULATION Lee Sipe NOT APPROVED 365874 Notes: No permit or plans on site. 8/14/2020 AM 8/14/2020 FRAMING Lee Sipe I NOT APPROVED 373908 Notes: No permit or plans on site. 8/19/2020 8/19/2020 WALL INSULATION Lee Sipe APPROVED Notes: 8/19/2020 8/19/2020 FRAMING Lee Sipe APPROVED Notes: Please call 1/2 hour prior to inspection Gary @ 206-244-1900 Plans will be located in the garage. 8/20/2020 8/19/2020 SLAB FLOOR INSUL _ Lee Sipe APPROVED Notes: 8/28/2020 8/28/2020 LATH GYPSUM _ BOARD Lee Sipe NOT APPROVED Notes: Door locked no access. 9/3/2020 AM 9/1/2020 LATH GYPSUM B—OARD Lee Sipe APPROVED 465147 Notes: 11/30/2020 PM 11/30/2020 PIPE INSULATION Bill Centen APPROVED Notes: 11/30/2020 PM 11/30/2020 MECH EQUIP EFF Bill Centen APPROVED 2062441900 Notes: 11/30/2020 PM 11/30/2020 ROOF_CEILING INSUL Bill Centen APPROVED 2062441900 Notes: . 11/30/2020 PM 11 0 2020 BACKFLOW - FIRE Eric Pritchard APPROVED 2062441900 Notes: USC-listed backflow assembly is in place; received passing backflow test report from a certified BAT. OK to final. 11/30/2020 11/30/2020 CURB ACCESS SDW Eric Pritchard APPROVED Notes: Concrete driveway off of private asphalt road. OK to final. Printed: Thursday, 07 October, 2021 4 of 6 p-1 SUPERION Permit Inspections City of Tukwiila 11/30/2020 11/30/2020 EROSION MEASURES Eric Pritchard APPROVED Notes: Final erosion measures are in place. OK to final. 11/30/2020 PM 11/30/2020 EROSION MEASURES FNL Eric Pritchard APPROVED 2062441900 Notes: Sod and landscaping are in place. OK to final. 11/30/2020 I 11/30/2020 LAND ALTERING Eric Pritchard APPROVED Notes: 11/30/2020 11/30/2020 PUBLIC WORKS PRE -CON Eric Pritchard APPROVED Notes: 11/30/2020 PM 11/30/2020 STORM DRAINAGE Eric Pritchard APPROVED Notes: Storm drainage system is in place per approved plans. Storm maintenance agreement is attached. OK to final. 11/30/2020 11/30/2020 STREET USE Eric Pritchard APPROVED Notes: Work in right of way is complete. OK to final. 11/30/2020 PM ( 11/30/2020 PUBLIC WORKS FINAL Eric Pritchard APPROVED 2062441900 Notes: OK to final. 12/23/2020 PM 12/23/2020 BUILDING FINAL** Bill Centen CANCELLED Notes: 12/28/2020 12/28/2020 FIRE FINAL AARON JOHNSON APPROVED Notes: Fire final approved. 12/28/2020 12/28/2020 FIRE FINAL AARON JOHNSON APPROVED See Fire Permit - F20-0115 Notes: Permit F20-0115 final approved. final approved on building permit also. 12/28/2020 12/28/2020 BUILDING FINAL** Darrin Graham NOT APPROVED Notes: Provide guardrails at interior stairway and landings. Provide guardrail and handrails at front exterior stairway. Provide Guardrails and handrails at stair landing and stair way at garage. Tighten self closing hinges at house/garage door. Provide blower test and post insulation certificate. 2/8/2021 PM 2/8/2021 MECHANICAL FINAL' Bill Centen I APPROVED 2062441900 Notes: Printed: Thursday, 07 October, 2021 5 of 6 i1 SUPERION Permit Inspections City of Tukwila 2/8/2021 PM 2/8/2021 BUILDING FINAL" Bill Centen APPROVED 2062441900 please call before you come Notes: Printed: Thursday, 07 October, 2021 6 of 6 i1 SUPERION Subject. Geotechnical Report for Four New Single Family Residences and Short Plat Private Access Road 46XX S. 146th Street Tukwila, WA 98168 PN: 004000-0570 Note that this version of the report provides basic soil bearing (structural) evaluation and guidance for on -site infiltration of site stormwater. May 30, 2019 F REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 8 2020 City of Tukwila BUILDING DIVISION Prepared by: Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 garys 146threarlolgootech0l/1936 CORRECTION LTR#. I EXPIRES; 4/24/2 7© M4yCi©F TUKWIIA *FEB 18 2071 PERMIT CENTER 401 Overview: The existing parcel is 39,260 square feet and at one time had an older landscape nursery farm located on it, since removed. The lot was created with the plat of Adams Home Tracts. The parcel is presently being re -subdivided into four lots by short plat. The site is located on the north side of S. 146th Street in the 4600 block in Tukwila, Washington. The following will describe the purpose and scope of this geotechnical evaluation. The proposed project will construct four new single-family residences, to be located on the lots created by the short plat. The first new residence proposed for construction will be that constructed at the rear, or north, future new Lot 4 of the proposed short plat. Concurrent with the construction of the new residence on Lot 4 will be the construction of the common access private road from S. 146th Street. The access road will serve all four short plat residences. The constructed access road will serve the other three future Tots upon short plat approval, however the residential permit for the future Lot 4 is submitted as permitted for the existing single parcel. A stormwater infiltration trench will be installed in the access road easement, sized for the runoff from all four future new residences as well as the access road itself. A breakdown of new site impervious areas is given below. An accurate footprint area for the residence on the future Lot 4 is available. Lots 1 through 3 are smaller and are all of approximately the same size. The building area information for the Lot 4 residence is considered to be a reasonable and conservative projection for impervious building areas for Lots 1, 2 and 3. Parking pad areas for Lots 1, 2 and 3 are conservatively estimated to be 600 square feet each. The existing site is relatively level, with a general downslope to the east of about 5 percent. The proposed construction of the new residences and their driveways will not significantly alter the site topography. The new private access road will be along the east side of the property and a minor concrete retaining wall along the property line will be needed to level the access road location. Soil investigation on the site confirms on -site stormwater infiltration feasibility. The soils are a silty loam, soil logs and soil investigation attached. The storm drainage system for the site will consist of a major infiltration trench located under the private road, sized to dispose of runoff from the private road itself, as well as projected runoff from the currently proposed residence, and the future three additional residences. Stubs from the private road trench will be installed to serve the roof areas of each new residence, with their parking pad runoff sheet flowing onto the access road pavement, and into its infiltration trench via the access road catch basins. As noted, the residential runoff will include the parking pad areas. The construction specifications of the drainage system will be per the current King County Stormwater Manual, Appendix C, Simplified Site Drainage, with formal trench sizing based on infiltration testing and use of computer modeling. The site is currently Tight brush and rough earth. Future pervious areas will consist of lawn with typical landscaping. The site has no significant trees. The site is served by public water and sewer. Site Soils Investigation: The soils on the property were investigated on April 22, 2019 via two soil Togs. A simplified infiltration test was performed at the northern log. The following information is from the sod investigation: SOIL LOGS 22 APR 19 SOIL LOG 1 0 - 60"+ SOIL LOG 2 0-60"+ Silty LOAM W/TRACE OF CLAY (Note, the trace clay material is not predominant and is only noted as providing some adhesion where soli is damp. It was only noted by the slight binding of the damp soil when hand compressed.) Silty LOAM W/TRACE OF CLAY (Note, the trace clay material is not predominant and is only noted as providing some adhesion where soil is damp. It was only noted by the slight binding of the damp soil when hand compressed.) NO WATER INDICATORS ENCOUNTERED iN LOGS. PER SIMPLIFIED INFILTRATION TEST AT SOIL LOG 2: I-meas. = 4 inches per hour Acceptable Soil Description: The soils to a depth of 60 inches plus were a typical silty loam. Soil on site were original and undisturbed. They represent the typical upper loam layer overlying a clay -based layer (not encountered) typical of Alderwood Association soils. The type of soil pattern is very common in westem King County upland areas. Soil Characteristics and Uses: As noted above, soils are suitable for on -site infiltration of stormwater. Soil are also suitable for structural fill if mechanically compacted in 6" to 12" lifts. Soils are suitable for a design foundation soil bearing pressure of 1,500 psf. Bruce S. MacVeigh, P.E. Civil Engineer PB'$ WI L Ms W41 DZ�S� Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 December 16, 2019 City of Tukwila Attn: Building Official/Plans Examiner Subject: Lot 1 Residential Drainage Design - New Residence 4654 S. 146th Street Tukwila, WA 98168 PN: 004000-0567 (Site: Lot #1 of New Tukwila Short Plat) Dear Sir: Drainage and Runoff Management - REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 8 2020 City of Tukwila BUILDING DIVISION The above site is a lot of a new residential short plat. As part of the short plat approval, a drainage system for the access road was constructed, with an infiltration system sized for the new paved access and for the new residences on the short plat site. The infiltration trench was installed and approved as part of the access requirements, and at that time a 4" PVC storm line stub was run into each lot for future connection. The existing access road catch basin has a tee which protects the gravel bed from silt and debris. Except for connecting the new residence roof lines to the stub, no site drainage is required. The runoff from the new Lot 2 parking pad will sheet flow to the existing catch basin in the paved access. Footing drains are shown leading to the on -site catch basin with the roof drains. At tee is installed in this catch basin. The slope and topography of the site prevent backflow of the roof rain flows to the crawlspace. Thank you for your assistance. Sincerely, Bruce S. MacVeigh, P.E. Civil Engineer garysinghlot1_146drainageltr/1936 DM 0107 EXPIRES: 4/24/2/ 1 -)ERMIT CENTER RECEIVED CITY OF TUKWILA DEC 2 3 2019 Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 December 16, 2019 City of Tukwila Attn: Building Official/Plans Examiner Subject: Lot 1 Residential Soils Design Information - New Residence 4654 S. 146th Street Tukwila, WA 98168 PN: 004000-0567 (Site: Lot #1 of New Tukwila Short Plat) Dear Sir: Structural Soil Information for Building Design - In all areas in and around the subject lot the soils were fou and fairly dense sandy loam. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 8 2020 City of Tukwila U LD 4§1ON I 1 66 Concerning the structural characteristics for the site's soils, an Allowable Bearing Pressure may be assumed to be 2,000 pcf. The foundation bearing calculations for the new houses on Lots 2 and 4 use as a limit a design soil pressure of 1,500 psf. The same is used for the new house on Lot 1. As a result, it may be assumed that the designed building will have suitable soil bearing support for its intended structural loading with a considerable safety factor. Other soil characteristics such as sliding coefficient and equivalent soil density are not relevant for this building since there are no deep foundations or retaining walls proposed. Footing Drainage — Footing drains are shown leading to the on -site catch basin with the roof drains. At tee is installed in this catch basin. The slope and topography of the site prevent backflow of the roof rain flows to the crawlspace. (See separate site drainage discussion letter.) Thank you for your assistance. Sincere puce S. MacVeigh, P.E. Civil Engineer '10i:rxi: • I EXPIRES: 4/24/2/ RECEIVED CITY OF TUKWILA DEC 2 3 2019 PERMIT CENTER rysinghlot1_146spsoilsItr/1936 Dlq (A-07 STRUCTURA CALCULATIONS Prepared by: Bruce S. MacVeigh, P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 garyslotl_146thstruc 9 6 FI 4654 S. 146th Street Tukwila, WA 98168 PN: 004000-0567 (Site: Lot #1 of New Tukwila Short Plat) December 16, 2019 RECEIVED CITY OF TUKWILA DEC 2 3 2019 PERMIT CENTER BEAMS, JOISTS AND HEADERS Design Properties, Material Weights, and Job -Site Safety Trus Joist • 711fr Joist Spe,7.ifier's Guide 2025 • January 2004 "Design Properties (100% Load Duration) Basic Properties Reaction Properties Maximum 1 1W 31h" intermediate Depth TJI® Joist Resistive Joist Only Maximum End Reaction (lhs) Weight Moment(1) El x 106 Vertical Reaction No Web With Web Obs/tO (ft-lbs) (in.2-Ibs) Shear Obs) OW Stiffeners Stiffeners 110 2.3 2,380 140 1,220 885 1,935 N.A. 91/2" 210 2.6 2,860 167 1330 J 980 2,145 N.A. 230 2.7 3,175. 183 . 1,330 1,035 2,410 N.A. 110 2.5 3,015 v"-- 238 1 560 885 1.,935 2,295 210 2.8 3,620 283 1,655 980 2,145 2,505 230 3.0 4,015 310 1,655 1,035 2,410 , 2;785 360 3.0 6,180 419 1.705 1,060 2,460, 2,815 560 4.0 9,500 636 2 050 1,265 3,000 3,475 110 2.8 3,565 351 1,860 . . 1:035 2,295 210 3.1- 4,280 415 1,945 14" 230 3.3 4,755 454 1,945 360 560 4.2 11,275 926 2,390 1;265 3,000 = 210 3.3 4,895 566-2,190 980 2,145 2,505 " 230 3.5 5 440- 618 2,190 1,035 2,410 162,765 360 3.5 8,405 830 2,190 1,080 2,460 2,1315 560.4,5 12,925 1,252 2,710 1,265 3,000 3,475 (1) Caution: Do not increase joist moment design properties by a repetitive member use factor. 980 2,145 2,505 1,035 2,410 2,765 7,335 1,080 2,460 General Notes • Design reaction includes all loads on the joist. Design shear is computed at the face of supports including all loads on the span(s). Allowable shear may sometimes be increased at interior supports in accordanc:e with pending ICC ESR-1153 and these increases are reflected in span tables. * The following formulas approximate the uniform load deflection of A (inches): For For TJI® 110, 210, 230, and 360 Joists TJI® 560 Joists 22 5 wL4 2' 67 wL2 22' 5 wL4 2 29 wL2 A = + A - + El d x 105 El d x 105 w = uniform load in pounds per linear foot L = span in feet d = out -to -out depth of the joist in inches EI = value from table above DO NOT allow workers to walk on joists until braced. INJURY MAY RE`SULT. DO NOT stack building materials on unsheathed joists. Stack only over beams or walls. WARNING. • Joists are unstable until braced laterally Bracing Includes: • Blocking • Hangers • Rim Board = Sheathing • Rim Joist • Strut Lines , TJIQ' foists are intended for dry -use applications Material Weights (Include TJI® weights in dead load calculations -see Design Properties table at left for joist weights) Floor Panels Southern Pine 1/2" plywood „ .......... 1.7 psf 5/k" plywood ... , ......... 2.0 psi 3/4" plywood .... „2.5 psf 11/2" plywood 3.8 psf 1/2" OSB 1.8 psi 543" OSB 2.2 psi 3/4" OSB ...... ..... „ ,2,7 psf Ye" OSB 3.1 psf 11Ai" OSB •„ „ ........ 4.1 psf Based on. Southern pine - 40 pc l for plywood, 44 pcf for OSB Rooting Asphalt shingles 2.5 psf Wood shingles 2.0 psi Clay tile 9.0 to 14.0 psi Slate (3/4" thick) 15.0 psf Roll or Batt Insulation (1" thick): Rock wool 0.2 psi Glass wool 0.1 psf floor Finishes Hardwood (nominal 1") 4.0 psf Sheet vinyl 0.5 psf Carpet and pad 1.0 psf 3/4" ceramic or quarry tile 10.0 psf Concrete: Regular (1") 12.0 psi Lightweight (1") 8.0 to 10.0 psi Gypsum concrete (3/4") 6.5 psf Ceilings Acoustical fiber tile 1.0 psf 1/2" gypsum board 2,2 psf 5ik" gypsum board 2.8 psf Plaster (1" thick) 8 0 psi WARNING Lack of concern for proper bracing during construction can NOTES: result In serious accidents. Under normal conditions if the following guidelines are observed, accidents will be avoided. 1. All blocking, hangers, rim boards, and rim joists at the end supports of the TJI® joists must be completely installed and properly nailed. 2. Lateral strength, like a braced end wall or an existing deck, must be estab- lished at the ends of the bay. This can also be accomplished by a temporary or • permanent deck (sheathing) fastened to the first 4 feet of joists at the end of the bay. 3. Safety bracing lines of 1x4 (minimum) must be nailed to a braced end wall or • sheathed area as in note 2 and to each joist Without this bracing, buckling sideways or rollover is highly probable under light construction loads -like a worker or one layer of unnailed sheathing. 4. Sheathing must be totally attached to each TJI® joist before additional loads can be placed on the system, 5. Ends of cantilevers require safety bracing on both the top and bottom flanges. 6. The flanges must remain straight within a Utterance of 1/24 from true alignment. 'Western Woods Use Book 3.3 !estern Lumber Design Values BASE VALUES FOR WESTERN DIMENSION LUMBER Sizes: 2" to 4" thick by 2" and wider • Use with appropriate Adjustments In Tables 3.1A through 3.10 Grades described in Western Lumber Grading Rules, Sections 40.00, 41,00, 42.00 and 62.00, o Sir Table 3.i "M"'"= SASE VALUES d 8oards see Section 30.60 Species or Gr is Fp estem Larcn Douglas Fir - South Douglas Fir Sman Hem -Fir '(err. Hemlock Nola Fir California Rad Gra,•;a Rif Pacific Sf,er F. While Fii Spruce -Pine -Fir (South) Western Species. Enpelmann Spruce SIO(a Spruce Lodgepo4 Pine Grade Select Structural No. 1 & Btr. No. Construction Standard utility Stud Extreme Fiber Stress in Bending Fb Select Structural No. 1 No, 2 No. 3 Construction Standard Uiiy Stud Select Structural No. 1 & Btr. No, 1 No. 2 No. 3 Construction Standard Utility Stud Select Structural No. 1 No. 2 No. 3 Construction Standard Utfltty Stud Western Cedars Select Structural No. 1 No, 2 No. 3 vvesiero Red Cedar ,ncense Coda., Pori Orford C.:eve, Alaska Cedar Western Woods .4ny of tho species in the firs: four species groups above plus any or all of the following; Idaho Mlle Pine Ponderosa Pine Super Pine Atpino Fir Mounte/n Hemlock Construction Standard Utility Select Structural No. 1 No. 2 No. 3 Construction Standard tud Single 1000 550 2'75 675 1300 900 825 475 925 525 250 650 1400 1050 950 850 n-6 975 550 250 675: 1300 850 750 425 850 475 225 575 1000 725 700 400 800 450 225 550 875 650 650 375 725 4pa 200 500 Tension Parallel to Grain Fr 1000 775 675 575 2.2F: ,650 375 175 .450 875 600 525 300 600 350 150 425 900 700 600 500 300 675 325 150 575 400 325 200 375 225 100 • 250 600 425 425 250 475 275 125 325 75 400 70 300 70 275 ': 70 175 70 :.325 70 :1,75 * • 70 75 70 •"7",12"5";:;::: r tear Fr 95 95 95 95 95 90, 95 95 90 90 90 90 90 90 90 90 75 75 75 75 75 75 75 75 -35 70 70 70 70 70 70 70 ressthn Per;3en- dicular Fc.1_ 625 625 625. 625 625 625 625 625 625 520 520 520 520 520 520 520 520' 405 405 405 405 405 405. 405 405 3 335 335 335 335 338 335': Parallel to Grain Fe 1700 1500 1450 1300 750 1600 1350 875 825 1550 1400 1300 750 1550 1300 875 `MININNell Modulus of Elasticity 1,900,000 1,800,000 1,700,000 1 1,600,000 1400000 1,500,000 1,400,000 1,300,000 1,400,000 1,400,000 1,300,000 1,200,000 1,100,000 1,200,000 1,100,000 1.000,000 825 j 1,100,000 1500 1,600,000 1350 1,500,000 1300 1,500,000 1250 1,300,000 725 1,200,000 1500 1,300,000 1300 1,200,000 850 1,100,000 800 1,200,000 1200 I 1,300,000 1050 1,200,000 975 1,100,000 550 1,000,000 1200 1A:00,000 1000 900,000 650 900,000 600 1000,000 75 75 75 75 425 426 425 425 1000 825 650 375 75 425 850 75 425 650 75 425 425 425 400 1,100,000 1,000,000 1,000,000 900,000 900,000 800,000 800,000 900,000 335 1050 335 925 335 875 335 500 335 1050 335 900 335 '600 '635 • 760 ,200,000 1,100,01K, 1,000,000 900,000 1,000,000 900,000 800,000 :'-900 000 'Design values in pounds per square inch. BEAM CALCULATIONS DATE: A7 f/? PROJECT: ../01- C/•11/4/1 BEAM LOCATION: Ji7S SPAN — L = /6- FEET U3 // BEAM OR JOIST TYPE : // S = b x d2/6 THEREFORE: MCAP. S Fb= IN # MCAP. = GREATER THAN MDES. BY: Bruce S MacVeigh,. P.E. 14245 591, Ave. S. Sr. Tukwila, WA 98168 Cell: (206) 571-8794 DL = PSF LL =1© PSF THEREFORE TL = PSF TL x width contrib. area = 73. PLF MDES. (UNIF. LOAD) = GRADE: FT # FT # FT # IN # x P) x X FT# FT# FT# IN# Fb (Min. S Req'd IN3 PSI = 3,0/5- IN# 2741 )24 # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: /1, p (lea SPAN 4 FEET BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 DL= PSF LL= PSF THEREFORE IL = S5 PSF = 'IL x width contrib. area = .1(40 PLF 8 MDES. (UNIF. LOAD w x L218 = 03/ 76 0 MDES. (POINT LOAD) = FT # FT # FT # IN # X)/L x P) x X FT# FT # FT # IN # BEAM OR JOIST TYPE : fr/14E-4) GRADE: i# Fb = 75— PSI x S = b x d2/6 IN3 = 7.cm 7, THEREFORE: Acy c2 --/17/2/2/11‘E, L S . Fb 30-66' ?"7C-- (Min. S,R id = IN3) 30.66 IN3 GREATER THAN MDES. THEREFORE OKAY IN # IN# 23/ 7eC IN # REQUIRED BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: /4/4/1/4( e-E1 e-/01 (e.o4R ° SPAN / 5- FEET 8 BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila,WA 98168 Cell: (206) 571-8794 PSF THEREFORE T PSF PSF TL x width contrib. area = 5-e PLF MDES. (UNIF. LOAD) = w x L2/8 FT # 7,s--7/8 FT # FT # = '54j it5 IN # MDES. (POINT LO — ((L — X) / L x P) x X FT # FT # FT # IN # BEAM OR JOIST TYF'E : //1Z Eb GRADE: O F-44- Fb e 75- PSI -4"(X/'" (Min. S Req'd = S = b x d2/6 IN3 7 S— 7/ = 7 3. 63 IN3 THEREFORE: MCAP. = S MCAP = Fb GREATER THAN MDES. THEREFORE OKAY 63 IN# 7 IN # # REQUIRED BEAM CALCULATIONS BY: Bruce S MacVeigh,. P.E. DATE: 14245 59th Ave. S. Tukwila, WA 98168 PROJECT: Cell: (206) 571-8794 BEAM LOCATION: PI hte e.r) (//4 4) SPAN / 3 FEET BEAM OR JOIST TYPE: /1/2 ‘"X/2 DL= PSF LL = PSF THEREFORE TL = PSF w = TL x width contrib. area 33 PLF 5-5 MDES. (UNIF. LOAD) = w x L2/8 FT # /,e/E FT # FT # IN # MDES. (POINT LO x d2/6 z>"/ THEREFORE: MCAP. = S MCAP. = 5-5— x P) x X FT# FT # FT # IN # GRADE: 7t12 Fb P"" 7S— PSI Fb //©� r74, GREATER THAN MDES. (Min. S Req'd = The) //c IN3 ta, IN# IN # 53) ‘5-$- IN # REQUIRED THEREFORE OKAY NE i s N on am • Immo oui INEEN # � � ��3 �b • II NEN immummmo 7.8� 36Elm mum ow INIMEMINI BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: 7)/9/( -/t/- ///-//s/j/ 6/4 -4 (SI A SPAN fr1cF #2 FEET 4 o ( ,7C 0 Pt 1, 1;4j 1-.00 7Z /2 L 3" fs7,/ q'eo BEAM OR JOIST TYPE : 6 GRADE: 3,S--"X/" S = b x d2/6 IN3 = 5- • / THEREFORE: frt -4 2 25" 4C MCAP. = MCAP. ="7 /‘ Fb 64, e;reO GREATER THAN MDES. BY: Bruce S MacVeigh,. P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 17.10L = PSF • THEREFORE 'IL PSF 5-5— PSF w = TL x width contrib. area = 9 PLF 2T e> fr.io ; 74. - 5— .10 ---> 4 , 7 MDES. (UNIF. LOAD) = w x L2/8 FT # = F20 fi /8 FT # FT # MDES. (POINT LOAD) — ((L — X) / L x P) x X FT # FT # FT #. IN # Fb = o psi (Min. S Req'd = 4 7r C 4. 0 IN3 THEREFORE OKAY IN # IN # /J.) 'We IN # REQUIRED BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: frIg Pi/ L //r/4' -7•Eig2 440g • (L._ Af jj SPAN = L = /e7 FEET DL = PSF THEREFORE IL = 720 C BY: Bruce 5 MacVeigh,. P..E. 14245 5P Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 PSF PSF = TL x width contrib. area = PLF MDES. (UNIF. LOAD w x L2/8 = 72.e /8 Vo =4i42/20 FT # FT # FT # # X)/L x x X FT # FT # FT # IN # BEAM OR JOIST TYPE : B' GRADE: 3-74Fb =&.j 4fC ° PSI S = b x d2/6 IN3 = THEREFORE: (Min• S Rexi'd = / 07 ?e6, 3 IN3 264, 3 2 cot, GREATER THAN MDES. THEREFORE OKAY IN # F 47, /zie2IN # REQUIRED BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: /CLer BY: Bruce S MacVeigh,. R.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 SPAN = L = /3 FEET DL / PSF LL PSF THEREFORE TL = 4c PSF TL x width contrib. area = FVO PLF 4(0 x BEAM OR JOIST TYPE: 5, S= b x d2/6 1N3= THEREFORE: MDES. (UNIF. LOAD) = w x L2/8 o FT # FT # FT # IN # — X)/L x P) x X FT# FT # FT # IN # GRADE: 37727 Fb=c&O PSI (Min. S Req'd = r3;c3 IN3) IN3 Fb C?2. ere, e2 IN # GREATER THAN MDES. = 73, I g .0 IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: BEAM LOCATION: e (',./? /11 re:A SPAN=L= FEET BY: Bruce S MacVeigh,. P.,E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: (266) 571-8794 DL= PSF LL= PSF THEREFORE TL = PSF TL x width contrib. area = e630 PLF MDES. (UNIF. LOAD ( w x L2/8 = = MDES. (POINT LOAD) = FT # FT # FT # IN # - X) / L x P) x X FT # FT # FT # IN # BEAM OR JOIST TYPE : /Z6- GRADE: I) F # 2-- Fb = 875- PSI ei/V/ 21' S = b x d2/6 IN3 THEREFORE: , = S GREATER THAN MDES. THEREFORE OKAY (Min. S Reqd IN EN # 64ave,IN# 5-ze, IN # REQUIRED SHEAR EVALUATION Woodworks Program Printout Results: Page 1 Design Specifications Page 3 Shear Wall Group Specifications Page 12 Flexible Wind Design Results Page 27 Rigid Wind Design Results Page 43 Flexible Seismic Design Results Page 53 Rigid Seismic Design Results Shear Evaluation Notes: 1. Hold down size and location are based on the shear forces layout plans with corner uplift forces shown. Hold downs are provided for all point uplifts of 1,000# or more. The hold down results within the program printout are not used. The used method provides more exact evaluation and designation of location for required hold downs. 2. Printout results for "story drift" and "deflection" are ignored. A two- story house has no use for those evaluation estimates. WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN • garyslot1_146th.wsw Level 1 of 2 (%) 0 WoodWorks®Shearwalls 11.1 Dec. 16, 2019 11:37:04 146.2 1111111111111111111111111[ 1 11 1 11 202 2 11 65' 60' 55' 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -15' -20' -25' -30' -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' 85' Factored shearline force (Ibs) 1 SI Unfactored applied shear load (plf) b. Factored holddown force (Ibs) C83-0 Unfactored dead load (plf,lbs) • C Compression force exists 0-) Unfactored uplift wind load (plf,lbs) • Vertical element required —HI Applied point load or discontinuous shearline force (bs) Loads: Directional Case 1 Wind (W); Forces: 0,6W + 0.6D; Flexible distribution oodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN ,, garyslotl_146th.wsw Level 2 of 2 93.0 - 216.1 0.0 WoodWorks®Shearwalts 11.1 Dec.16, 2019 11:37:04 77.0 — 423.6 94.4 — 209.9 423.6 — 77.0 209.9 — 94.4 0.0 0.0 M 65' 60' 55' 50' 45' 40' 35' 25' 20' r,: 15' 0 (; 10' 5' 0' -10' -15' -20' -25' -30' -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' 85' Factored shearline force (Ibs) LW Unfactored applied shear load (plf) • Factored holddown force (Ibs) Ca—® Unfad:ored dead load (plf,lbs) • C Compression force exists 0-0 Unfacfored uplift wind load (plf,Ibs) ■ Vertical element required --{I Applied point load or discontinuous shearline force (Ibs) Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Flexible distribution WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.1 garyslot1_146thowsw Project Information DESIGN SETTINGS Dec. 16, 2019 12:5952 • 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 Budding Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Temperature Moisture Content Factor Range Fabrication Service 1.60 T<-100F 15% <=19i 10% <-19% Max Shearwall Offset [ft] Plan Elevation (within story) (between stories) 0.50 1.00 Maximum Height4o-vildth Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - _ - Ignore non -wood -panel shear resistance contribution... Wind Seismic Never Never Collector forces based on... Hold-downs Applied loads Drag struts Applied loads Sheanwall Relative Rigidity: Deflection -based stiffness of wall segments Perforated shearwall Co factor: SDPWS Equation 4.3-5 Non -identical materials and construction on the shearline: Allowed, except for material type Deflection Equation: 3-term from SDPWS 4.2-1 Drift limit for wind design: 1 / 500 story height SITE INFORMATION Wind ASCE 7-10 Directional (All heights) ASCE 7-10 12.8 Seismic Equivalent Lateral Force Procedure Design VVind Speed 130 mph Serviceability Wind Speed 100 mph Exposure Exposure c Enclosure Enclosed Min Wind Loads: Walls 16 psf Roofs 8 psf Risk Category Structure Type Building System Design Category Site Class Category II Regular Bearing Wall D D - All others Spectral Response Acceleration St0.400g Ss: 0.750g Topographic information [ft] Shape Height Length - - - Site Location: - Fundamental Period T Used Approximate Ta Maximum T E-W 0.239s 0.239s 0.335s N-S 0.239s 0.239s 0.335s Elev: Oft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Response Factor R 6.50 6.50 •Case 2 •E-W loads N-S loads Eccentricity (%) 15 15 Loaded at 75% Fa: 1.20 Fv: 1.60 • WoodWorks® Shearwalls garyslot1_146th.wsw Dec. 16, 2019 12:59:52 Structural Data STORY INFORMATION Story Elev [ft] Floor/Ceiling Depth [in] Wall Height[ftl Hold-down Length subject to shrinkage[inl Bolt length[in] Ceiling Level2 Levell Foundation 21.00 13.00 3.00 2.00 0.0 12.0 12.0 8.00 9.00 15.7 15.'1 16.5 16.5 BLOCK and ROOF INFORMATION Block Dimensions [ft] Face Type RoofPanels Slope Overhang [ft] Bkoal 2 Story N-S Ridge Location X,Y = 0.00 0.00 North Hip 30.0 1.00 Extent X,Y = 65.00 45.00 South Hip 30.0 1.00 Ridge X Location, Offset 32.50 0.00 East Side 30.0 1.00 Ridge Elevation, Height 39.76 16.76 West Side 30.0 1.00 2 WoodWorks® Shearwalls garyslot1_146th.wsw Dec. 16, 2019 12:59:52 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick in GU in PIy Or Gvtv Ibs/in Size Type Df Eg in Fd in Bk Notes 1 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 4 6 Y 2,3 2 Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 6 6 Y 3 3 1 Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 3 6 Y 2,3 4 Both Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nait N 3 6 Y 2,3 Legend: Grp — Wall Design Group number, used to reference wall in other tables Surf— Exterior or interior surface when applied to exterior wall Ratng — Span rating, see SDPWS Table C4.2.2.2C Thick — Nominal panel thickness GU - Gypsum underlay thickness Ply — Number ofplies (or layers) in construction of plywood sheets Or— Orientation of longer dimension of sheathing panels Gvtv — Shear stiffness 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, arid 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 pane! edges; Y(es) or N(o) Apply Notes — Notes below table legend which apply to sheathing side Notes: 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. FRAMING MATERIALS and STANDARD WALL bv WALL GROUP Wall Grp Species Grade b in d in Spcg in SG E Standard Wall psiA6 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 2 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 3 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 4 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 egen : Wall Grp — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spcg — Maximum on -centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E — Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 3 ` WoodWorks@ Shearwalls GHEARLINEWALL and OPENING DIMENSIONS North -south Shoarxnes Type Wall Group Location X [ft] Extent [ft] Start End Length Dg FkS Dt) Aspect Ratio Height Line Level Line 1 Wall 1-1 Segment 1 Opening z Segment 2 Opening z Segment a Lwve|l Line z Wall. 1-1 Segment 1 opening z Segment 2 opening u Segment a Line Levmll Line c Wall 2-1 Segment I Opening z Segment 2 Line Lavwi2 Lino o Wall a-z Segment 1 Opening 1 Segment c ono"inm u Segment a opening a Segment 4 Opening 4 Segment s Levw|l Line z Wall 3-1 Segment I Opening z Segment 2 Opening 2 Segment a Opening a Segment 4 neo oeo xeg oeo aco c z - - - - - z 1 - - - - - s s - - - 1 1 - - - - - - - - - * « - - - - - - - 0.00 0.00 - - - - - 0,00 o�on - - - - - «z.on 42.00 - - - 65.00 65.00 - - - - - - - - - 65.00 6s�no - - - - - - - 0.00 0.00 0.00 20.00 25.00 35.00 38.00 0.00 0.00 0.00 20.00 25.00 30.00 a^.on 0.00 16.00 16.00 18.00 21.00 0.00 0.00 0.00 2.00 4.50 12.00 14.50 18.00 28.00 34.00 40.00 0.00 0.00 0.00 2.00 4.50 12.00 14.50 17.00 42.00 *s.no 45.00 20.00 25.00 35.00 38.00 «n.00 45.00 45.00 20.00 25.00 yo'no 34.00 45.00 ^s.no 45.00 16.00 21.00 45.00 45.00 45.00 2.00 4.50 12.00 zo so 16.00 28.00 s«'oo 40.00 45.00 «s.00 45.00 2.00 4.50 12.00 14.50 z�.on 42.00 45.00 45.00 45.00 20.00 5.00 10.00 3.00 7.00 45.00 45.00 20.00 5.00 5.00 4.00 11.00 45.00 29.00 2.00 3.00 24.00 ^s.no ^s.mo 2.00 2.50 7.50 2.50 3.50 10.00 6.00 6.00 5.00 45.00 45.00 2.00 2.50 7.50 2.50 2.50 25.00 3.00 37.00 37.00 - - - - - 36.00 36.00 - - - - - 24.00 24.00 - - - 22.00 22.00 - - - - - - - - - 10.50 10.50 - - - - - - - - - o�oo - 0.80 - 1.14 - - 0.45 - 1.80 - 0.82 - - 4�nn - 0.36 - - *.uo - 1.07 - c�co - 1.33 - 1.60 - - «.so - 1.20 - 3.60 - 3.00 8.00 - - 7,00 - 7.00 - 9.00 - - 7.00 - 7.00 - 9.00 - - 7.00 - 8.00 - - 7.00 - 7.00 - 7.00 - 7.00 - s�oo - - 7,00 - 7.00 - 7.00 - East -west ghwa,Un=s Type wax Group Location Y Ift] EotemIftg Start End Length Ift) FHa Kft] Aspect mamp Height [,] Line Lexw|2 Line n Wall x-z Segment z Opening z Segment z opening 2 Segment a Opening 3 Segment 4 Opening 4 Segment o Opening u Segment s Opening s Segment 'I Level I Line x Wall n-z Segment z oeg ooq 1 z - - - - - - - - - - - - - z 1 - 0.00 n.00 - - - - - - - - - ' - - - 0.00 n'vo - 0.00 0.00 0.00 1'00 5.00 7.50 9.50 11.50 14.50 20.00 26.00 30.00 «x.on 46.50 57.00 0.00 0.00 0.00 no'no 65.00 1.00 5.00 �.nn y'nn 11.50 14.50 20.00 /s.uo »o.no «z.un 46.50 o'/.on 65.00 65.00 65.00 3.00 65.00 65.00 1.00 4.00 e.50 2.00 2.00 3.00 5.50 6.00 4.00 12.50 4.00 10.50 8.00 65.00 65.00 3.00 24.00 24.00 - - - - - - - - - - - - - 26,00 26.00 - - - 8.00 - 3.20 - 4.00 - z.o5 - 2.00 - 2.00 - 1.00 - - 3.00 8.00 - ' /.nn - 7.00 - 7.00 - 7.00 - 7.no - 7 .on - 9.00 - - 4 ' Wom.dWm.rks@ Shearwalls ~ SNEARLINE'WALL and OPENING DIMENSIONS (continued) Opening 1 Segment z opening z Segment a opening 3 Segment ; Opening ^ Segment 5 Line Leve 1 - - - - Line a oeg z Wall B-z oeo z Line Level 2 Lino c 2 Wall o-1 oeo 2 Segment z - Opening I Segment z - Opening c _ Segment s - Segment Opening * Segment u Levell Line o I Wall o-1 oeg 1 Segment I - Opening 1 Segment z - - - - - - 3.00 13.00 10.00 - - 13.00 20.00 7.00 - 1.29 - 20.00 27.00 7.00 - - - 27.00 31.00 «.nn - 2.25 - 31.00 «a.on 12.00 - - - 43.00 47.00 «.00 - 2.25 - 47.00 57.00 10.00 - - - 57.00 65.00 8100 - 1.13 16.50 0.00 65.00 65.00 16.50 *2.00 65.00 23.00 23.00 23.00 - 45.00 0.00 65.00 65.00 50.00 - 45.00 0.00 65.00 65.00 50.00 - - 0.00 1.00 1.00 - 6.00 - 1.00 3.00 2.00 - - - 3.00 15.00 12.00 - 0.67 - 15'00 20.00 5.00 - - - 20.00 zo'nu 8.00 1.00 - 29.00 33.00 n.00 - - 33.00 41.00 8.00 - 1.00 «z.vo 43.00 2.00 - - - 43.00 65.00 22.00 - 0.36 45.00 0.00 65.00 65.00 60.00 - 45.00 0.00 65.00 o:.on 60.00 - - 0.00 22.00 22.00 - 0.41 - 22.00 27.00 :.no - - - 27.00 65.00 »o.uu - o.z« - - 9.00 - - 7.00 - Location - Dimension perpendicular to wall FHS - Length of full -height sheathing used to resist shear force. perf*ratedwalls, it is based vnthe factored segments L/defined in SDPNS �14�8 Aspect Ratio - Ratio m`wall height msegment length (hlbs) Wall Group 'Wall design group defined in Sheathing and Framing Materials tables, where itshows associated Standard Wall WoodWorks® Shearwalls garyslot1_146th.wsw Dec. 16, 2019 12:59:52 Loads WIND SHEAR LOADS (as entered or generated Level2 Block F Element Load Case Wnd Dir Surf Dir Prof Location [ft] Start End Magnitude [lbs,p1f,psf] Start End Trib Ht pt] Block 1 W L Roof Min W->E Wind Line -0.69 22.50 0.0 77.4 Block 1 W L Roof 1 W->E Wind Line -0.69 22.50 0.0 126.8 Block 1 W Wall Min W->E Wind Line 0.00 45.00 32.0 Block 1 W Wall 1 W->E Wind Line 0.00 45.00 89.2 Block 1 W R Roof 1 W->E Wind Line 22.50 45.69 126.8 0.0 Block 1 W R Roof Min W->E Wind Line 22.50 45.69 77.4 0.0 Block 1 E L Roof Min W->E Lee Line -0.69 22.50 0.0 77.4 Block 1 E L Roof 1 W->E Lee Line -0.69 22.50 0.0 357.3 Block 1 E Wall Min W->E Lee Line 0.00 45.00 32.0 Block 1 E Wall 1 W->E Lee Line 0.00 45.00 50.6 Block 1 E R Roof Min W->E Lee Line 22.50 45.69 77.4 0.0 Block 1 E R Roof 1 W->E Lee Line 22.50 45.69 357.3 0.0 Block 1 W L Roof Min E->W Lee Line -0.69 22.50 0.0 77.4 Block 1 W L Roof 1 E->W Lee Line -0.69 22.50 0.0 357.3 Block 1 W Wall Min E->W Lee Line 0.00 45.00 32.0 Block 1 W Wall 1 E->W Lee Line 0.00 45.00 50.6 Block 1 W R Roof 1 E->W Lee Line 22.50 45.69 357.3 0.0 Block 1 W R Roof Min E->W Lee Line 22.50 45.69 77.4 0.0 Block 1 E L Roof Min E->W Wind Line -0.69 22.50 0.0 77.4 Block 1 E L Roof 1 E->W Wind Line -0.69 22.50 0.0 126.8 Block 1 E Wall 1 E->W Wind Line 0.00 45.00 89.2 Block 1 E Wall Min E->W Wind Line 0.00 45.00 32.0 Block 1 E R Roof 1 E->W Wind Line 22.50 45.69 126.8 0.0 Block 1 E R Roof Min E->W Wind Line 22.50 45.69 77.4 0.0 Block 1 S L Roof Min S->N Wind Line -1.44 32.50 0.0 78.4 Block 1 S L Roof 1 S->N Wind Line -1.44 32.50 0.0 120.7 Block 1 S Wall 1 S->N Wind Line 0.00 65.00 89.2 Block 1 S Wall Min S->N Wind Line 0.00 65.00 32.0 Block 1 S R Roof 1 S->N Wind Line 32.50 66.44 120.7 0.0 Block 1 S R Roof Min S->N Wind Line 32.50 66.44 78.4 0.0 Block 1 N L Roof Min S->N Lee Line -1.44 32.50 0.0 78.4 Block 1 N L Roof 1 S->N Lee Line -1.44 32.50 0.0 362.0 Block 1 N Wall 1 S->N Lee Line 0.00 65.00 61.6 Block 1 N Wall Min S->N Lee Line 0.00 65.00 32.0 Block 1 N R Roof Min S->N Lee Line 32.50 66.44 78.4 0.0 Block 1 N R Roof 1 S->N Lee Line 32.50 66.44 362.0 0.0 Block 1 S L Roof 1 N->S Lee Line -1.44 32.50 0.0 362.0 Block 1 S L Roof Min N->S Lee Line -1.44 32.50 0.0 78.4 Block 1 S Wall Min N->S Lee Line 0.00 65.00 32.0 Block 1 S Wall 1 N->S Lee Line 0.00 65.00 61.6 Block 1 S R Roof Min N->S Lee Line 32.50 66.44 78.4 0.0 Block 1 S R Roof 1 N->S Lee Line 32.50 66.44 362.0 0.0 Block 1 N L Roof 1 N->S Wind Line -1.44 32.50 0.0 120.7 Block 1 N L Roof Min N->S Wind Line -1.44 32.50 0.0 78.4 Block 1 N Wall 1 N->S Wind Line 0.00 65.00 89.2 Block 1 N Wall Min N->S Wind Line 0.00 65.00 32.0 Block 1 N R Roof Min N->S Wind Line 32.50 66.44 78.4 0.0 Block 1 N R Roof 1 N->S Wind Line 32.50 66.44 120.7 0.0 Level 1 Magnitude Trib Block F Element Load Wnd Surf Prof Location [ft] Ilbs,Plf,Psil Ht Case Dir Dfr Start End Start End pq Block 1 W Wall Min W->E Wind Line 0.00 45.00 32.0 Block 1 W Wall 1 W->E Wind Line 0.00 45.00 85.5 Block 1 W Wall Min W->E Wind Line 0.00 45.00 44.0 Block 1 W Wall 1 W->E Wind Line 0.00 45.00 116.8 Block 1 E Wall Min W->E Lee Line 0.00 45.00 44.0 Block 1 E Wall 1 W->E Lee Line 0.00 45.00 50.6 Block 1 E Wall Min W->E Lee Line 0.00 45.00 32.0 Block 1 E Wall 1 W->E Lee Line 0.00 45.00 69.6 Block 1 W Wall Min E->W Lee Line 0.00 45.00 44.0 Block 1 W Wall Min E->W Lee Line 0.00 45.00 32.0 Block 1 W Wall 1 E->W Lee Line 0.00 45.00 50.6 Block 1 W Wall 1 E->W Lee Line 0.00 45.00 69.6 Block 1 E Wall Min E->W Wind Line 0.00 45.00 44.0 Block 1 E Wall 1 E->W Wind Line 0.00 45.00 85.5 Block 1 E Wall 1 E->W Wind Line 0.00 45.00 116.8 Block 1 E Wall Min E->W Wind Line 0.00 45.00 32.0 Block 1 S Wall Min S->N Wind Line 0.00 65.00 32.0 6 • WoodWorks® Shearwalls garyslot1_146th.wsw Dec. 16, 2019 12:59:52 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 5 Wall S Wall S Wall N Wall N Wall N Wall N Wall S Wall S Wall S Wall S Wall N Wall N Wall N Wall N Wall 1 S->N Wind Min S->N Wind 1 S->N Wind 1 S->N Lee Min S->N Lee Min S->N Lee 1 S->N Lee Min N->S Lee 1 N->S Lee 1 N->S Lee Min N->S Lee Min N->S Wind 1 N->S Wind 1 N->S Wind Min N->S Wind Line 0.00 65.00 116.8 Line 0.00 65.00 44.0 Line 0.00 65.00 85.5 Line 0.00 65.00 84.7 Line 0.00 65.00 44.0 Line 0.00 65.00 32.0 Line 0.00 65.00 61.6 Line 0.00 65.00 44.0 Line 0.00 65.00 84.7 Line 0.00 65.00 61.6 Line 0.00 65.00 32.0 Line 0.00 65.00 44.0 Line 0.00 65.00 85.5 Line 0.00 65.00 116.8 Line 0.00 65.00 32.0 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) loads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. 7 • WoodWorks® Shearwalls garyslotl_146th.wsw Dec. 16, 2019 12:59:52 WIND C&C LOADS Block Building Wind Face Direction Level Magnitude Ipsf] Interior End Zone Block 1 West Windward 2 Block 1 East Leeward 2 Block 1 West Leeward 2 Block 1 East Windward 2 Block 1 South Windward 2 Block 1 North Leeward 2 Block 1 South Leeward 2 Block 1 North Windward 2 Block 1 West Windward 1 Block 1 East Leeward 1 Block 1 West Leeward 1 Block 1 East Windward 1 Block 1 South Windward 1 Block 1 North Leeward 1 Block 1 South Leeward 1 Block 1 North Windward 1 46.4 46.4 46.4 46.4 46.4 46.4 46.4 46.4 46.4 46.4 46.4 46.4 46.4 46.4 46.4 46.4 57.2 57.2 57.2 57.2 57.2 57.2 57.2 57.2 57.2 57.2 57.2 57.2 57.2 57.2 57.2 57.2 8 • WoodWorks® Shearwalls garyslotl_146th.wsw Dec. 16, 2019 12:59:52 BUILDING MASSES Level2 Force Dir Building Element Block Wall Line Profile Location[ft] Start End Magnitude [lbs,plf•psf] Start End Trib Width [ftl E-W Roof Block 1 1 Line -1.00 46.00 335.0 335.0 E-W Roof Block 1 3 Line -1.00 46.00 335.0 335.0 N-S Roof Block 1 A Line -1.00 66.00 235.0 235.0 N-S Roof Block 1 C Line -1.00 66.00 235.0 235.0 Both Wall 1-1 n/a 1 Line 0.00 45.00 40.0 40.0 Both Wall 3-1 n/a 3 Line 0.00 45.00 40.0 40.0 Both Wall A-1 n/a A Line 0.00 65.00 40.0 40.0 Both Wall C-1 n/a C Line 0.00 65.00 40.0 40.0 Level 1 Magnitude Trib Force Building Block Wall Profile Location [ft] Ilbs,p1f,psf] Width Dir Element Line Start End Start End [ft] Both Wall 1-1 n/a 1 Line 0.00 45.00 40.0 40.0 E-W Floor Fl n/a 1 Line 0.00 45.00 325.0 325.0 E-W Floor F1 n/a 3 Line 0.00 45.00 325.0 325.0 Both Wall 3-1 n/a 3 Line 0.00 45.00 40.0 40.0 Both Wall A-1 n/a A Line 0.00 65.00 40.0 40.0 N-S Floor Fl n/a A Line 0.00 65.00 225.0 225.0 N-S Floor F1 n/a C Line 0.00 65.00 225.0 225.0 Both Wall C-1 n/a C Line 0.00 65.00 40.0 40.0 Both Wall 1-1 n/a 1 Line 0.00 45.00 45.0 45.0 Both Wall 2-1 n/a 2 Line 16.00 45.00 27.0 27.0 Both Wall 3-1 n/a 3 Line 0.00 45.00 45.0 45.0 Both Wall A-1 n/a A Line 0.00 65.00 45.0 45.0 Both Wall B-1 n/a B Line 42.00 65.00 27.0 27.0 Both Wall C-1 n/a C Line 0.00 65.00 45.0 45.0 Legend: Force Dir - Direction in which the mass is used for seismic load generation, E-W, N-S, or Both Building element - Roof, gable end, wall or floor area used to generate mass, wall line for user -applied masses, Floor F# - refer to Plan View for floor area number Wall line - Shearfine that equivalent line load is assigned to Location - Start and end points of equivalent line load on wall line TO Width. - Tributary width; for user applied area loads only 9 WoodWorks® Shearwalls garyslot1_146th.wsw Dec. 16, 2019 12:59:52 SEISMIC LOADS Level 2 Force Dir Profile Location [ft] Start End Mag[lbs,p1f,psf] Start End E-W Line -1.00 0.00 81.9 81.9 E-W Point 0.00 0.00 318 318 E-W Line 0.00 45.00 91.7 91.7 E-W Point 45.00 45.00 318 318 E-W Line 45.00 46.00 81.9 81.9 N-S Line -1.00 0.00 57.4 57.4 N-S Point 0.00 0.00 220 220 N-S Line 0.00 65.00 67.2 67.2 N-S Point 65.00 65.00 220 220 N-S Line 65.00 66.00 57.4 57.4 Level 1 Force Profile Location [ft] Mag Ilbs,p1f,psf] Dir Start End Start End E-W Point 0.00 0.00 375 375 E-W Line 0.00 16.00 55.7 55.7 E-W Line 16.00 45.00 57.5 57.5 E-W Point 16.50 16.50 42 42 E-W Point 45.00 45.00 375 375 N-S Point 0.00 0.00 260 260 N-S Line 0.00 42.00 42.1 42.1 N-S Point 42.00 42.00 53 53 N-S Line 42.00 65.00 43.9 43.9 N-S Point 65.00 65.00 260 260 Legend: Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the shearlines. 10 WoodWorks® Shearwalls garyslotl_146th.wsw Dec. 16, 2019 12:59:52 Design Summary SHEARWALL DESIGN Wind Shear Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Wind Shear Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out -of -plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Flexible Diaphragm All shearwalls have sufficient design capacity. Seismic Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Flexible Diaphragm Under -capacity hold-downs were found on the following walls: Level 1: A-1, 1-1, 3-1 Wind Loads, Rigid Diaphragm Under -capacity hold-downs were found on the following walls: Level 1: 1-1, 2-1, 3-1 Seismic Loads, Flexible Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift from ASCE 7 CC1.2 (wind) or 12.12 (seismic). Refer to Story Drift table in this report to verify this design criterion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.2D). 11 -1 WoodWorks® Shearwalls garyslotl_146th.wsw Dec. 16, 2019 12:59:52 Flexible Diaphragm Wind Design ASCE 7 Directional (AJJ Heights) Loads SHEAR RESULTS N-S Shearlines W Gp For Dir ASDShearFonce[plq v vmax V [Ws] Asp -Cub Int Ext Int AllowabWShearhAq Ext Co C Cmb V [Ms] Resp. Ratio Line 1 Level 2 Ln1, Lev2 - Both - - 7855 - - - - - - 13468 - Wall 1-1 2 Both - - 7855 - 1.0 - 364 - - 13468 - Seg. 1 - Both 291.7 - 5833 - 1.0 - 364 364 7280 0.80 Seg. 2 - Both 154.3 - 1543 - 1.0 - 364 - 364 3640 0.42 Seg. 3 - Both 68.5 - 479 - 1.0 - 364 - 364 2548 0.19 Level 1 Ln1, Levl - Both - - 12246 - - - - - - 19152 - Wall 1-1 1 Both - - 12246 - 1.0 - 532 - - 19152 - Seg. 1 - S->N 442.2 - 8844 - 1.0 - 532 - 532 10640 0.83 - N->S 446.7 - 8933 - 1.0 - 532 - 532 10640 0.84 Seg. 2 - S->N 0.0 0 - 1.0 532 532 2660 0.00 N->S 10.8 54 - 1.0 532 - 532 2660 0.02 Seg. 3 - S->N 309.3 - 3402 - 1.0 532 532 5852 0.58 N->S 296.3 - 3259 - 1.0 - 532 - 532 5852 0.56 Line 2 Ln2, Levi - Both - - 6795 - - - - - 16464 - Wall 2-1 3 Both - - 6795 1.0 - 686 - 16464 - Seg. 1 - Both 0.0 - 0 - 1.0 - 686 - 686 - - Seg. 2 - Both 283.1 - 6795 - 1.0 - 686 - 686 16464 0.41 Line 3 Level 2 Ln3, Lev2 - Both - - 7855 - - - - - 11638 - Wall 3-1 Both - - 7855 1.0 532 - - 11638 - Seg. 1 - Both 0.0 - 0 - 1.0 - 532 - 532 - - Seg. 2 - Both 493.4 - 3700 - 1.0 532 - 532 3990 0.93 Seg. 3 - Both 124.2 - 435 - .96 513 - 513 1796 0.24 Seg. 4 - Both 379.6 - 2278 - 1.0 - 532 532 3192 0.71 Seg. 5 - Both 288.6 1443 - 1.0 - 532 - 532 2660 0.54 Level 1 Ln3, Levl - Both - 10260 - - - - - 13892 - Wall 3-1 4 Both - - 10260 1.0 1.0 686 686 - A - 13892 - Seg. 1 - Both 0.0 - 0 1.0 1.0 686 686 - 1372 - - Seg. 2 - S->N 1368.0 10260 1.0 1.0 686 686 - 1372 10290 1.00 - N->S 1286.5 - 9649 1.0 1.0 686 686 - 1372 10290 0.94 Seg. 3 - Both 0.0 - 0 1.0 1.0 686 686 - 1372 - - Seg. 4 - S->N 0.0 - 0 .88 .88 600 600 1201 3602 0.00 - N->S 203.7 - 611 .88 .88 600 600 - 1201 3602 0.17 E-W W For ASD Shear Force [plf] Asp -Cub Allowable Shear rplf] Resp. Shearlines Gp Dir v vmax V ribs] Int Ext Int Ext Co C Cmb V [lbs] Ratio Une A Level 2 LnA, Lev2 - Both - - 5256 - - - - 12569 - Wall A-1 1 Both - - 5256 - 1.0 - 532 - 12569 - Seg. 1 - Both 0.0 - 0 - 1.0 532 - 532 - - Seg. 2 - Both 0.0 - 0 - .85 452 452 1131 0.00 Seg. 3 - Both 0.0 - 0 - 1.0 532 - 532 - - Seg. 4 Both 232.6 - 1279 - 1.0 - 532 - 532 2926 0.44 Seg. 5 - Both 98.8 - 395 - 1.0 532 - 532 2128 0.19 Seg. 6 - Both 98.8 - 395 - 1.0 532 - 532 2128 0.19 Seg. 7 - Both 398.3 - 3186 - 1.0 - 532 - 532 4256 0.75 Level 1 LnA, Levl - Both - - 6852 - - - - 13500 Wall A-1 1 Both - - 6852 - 1.0 532 - - 13500 - Seg. 1 - W->E 0.0 - 0 - .88 - 466 - 466 1397 0.00 - E->W 10.5 - 32 - .88 - 466 - 466 1397 0.02 Seg. 2 - W->E 429.6 - 3007 - 1.0 - 532 - 532 3724 0.81 - E->W 350.9 - 2456 - 1.0 532 - 532 3724 0.66 Seg. 3 W->E 95.0 - 380 - .97 - 515 - 515 2062 0.18 - E->W 115.1 - 460 - .97 - 515 - 515 2062 0.22 Seg. 4 - W->E 95.0 - 380 - .97 - 515 515 2062 0.18 - E->W 156.3 - 625 .97 - 515 515 2062 0.30 Seg. 5 - W->E 385.6 3085 1.0 - 532 - 532 4256 0.72 - E->W 409.9 - 3279 1.0 - 532 - 532 4256 0.77 Line B 12 • WoodWorks® Shearwalls garyslot1_146th.wsw Dec. 16, 2019 12:59:52 SHEARRESULTS(flexiblewinddesIgn,continued) Both - 4353 Both 189.- 3 - 4353 LnB, Levi Wall B-1 1 Line C Level 2 LnC, Lev2 Wall C-1 2 Seg. 1 Seg. 2 Seg. 3 Seg. 4 Seg. 5 Level 1 LnC, Levi Wall C-1 1 Seg. 1 Seg. 2 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard WO "A" means that this wall is critical for all wells in the Standard Wall group. For Dir - Direction of wind force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V - ASD factored shear force. For sheartine: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub — For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment: Aspect Ratio Factor from SDPWS 4.3.4.2. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V— Total factored shear capacity of shearline, wall or segment. Crit Resp — Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterior was critical in selecting wall. Both - 5256 Both - 5256 Both 0.0 0 Both 87.9 - 1055 Both 9.7 - 78 Both 9.7 - 78 Both 183.9 - 4095 Both - - 8013 Both - - 8013 W->E 91.1 2004 E->W 97.0 - 2135 W->E 158.1 - 6009 E->W 154.7 - 5878 - 12236 - 1.0 532 532 12236 - - - - - 18200 - 1.0 - 364 - - 18200 - 1.0 364 364 - 1.0 - 364 369 4368 - 1.0 364 - 369 2912 1.0 - 364 364 2912 1.0 - 364 364 8008 - - - - - - 31920 - 1.0 532 - - 31920 - 1.0 - 532 - 532 11704 - 1.0 - 532 532 11704 - 1,0 532 - 532 20216 - 1.0 532 - 532 20216 0.36 0.24 0.03 0.03 0.51 0.17 0.18 0.30 0.29 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. 13 WoodWorks® Shearwalls garyslot1_146th.wsw Dec. 16, 2019 12:59:52 HOLD-DOWN DESIGN (flexible wind design) Level 1 Line- Wall Posit'n Location I] X Y Load Case Tensile ASD Holddown Force Ilbs] Shear Dead Uplift Cmb'd Hoild-down Cap [Ibs] Crit Resp. Line 1 1-1 L End 0.00 0.12 1 6393 6393 HDU5-SDS2. 5645 1.13* 1-1 L Op 1 0.00 19.88 1 6434 6434 HDU5-SDS2. 5645 1.14* V Elem 0.00 25.13 1 1266 1266 Refer to upper level 1-1 L Op 2 0.00 29.88 1 102 102 HDU5-SDS2. 5645 0.02 1-1 R Op 2 0.00 34.13 1 2848 2898 HDU5-SDS2. 5645 0.50 V Elem 0.00 39.88 1 1266 1266 Refer to upper level V Elem 0.00 38.13 1 568 568 Refei to upper level 1-1 R End 0.00 44.88 1 3297 3297 HDU5-SDS2. 5645 0.58 Line 2 2-1 R Op 1 42.00 21.13 1 2575 2575 HDU5-SDS2. 5645 0.46 2-1 R End 42.00 94.88 1 2575 2575 HDU5-SDS2. 5645 0.46 Line 3 3-1 R Op 1 65.00 4.62 1 16819 16819 HDU5-SDS2. 5645 2.98* 3-1 L Op 2 65.00 11.88 1 16061 16061 HDU5-SDS2. 5645 2.85* V Elem 65.00 14.63 1 1070 1070 Refer to upper level V Elem 65.00 16.88 1 121 121 Refer to upper level V Elem 65.00 92.13 1 1481 1481 Refer to upper level V Elem 65.00 44.88 1 4430 4430 HDU5-SDS2. 5645 0.78 Line A A-1 L End 0.12 0.00 1 -103 A-1 L Op 1 2.88 0.00 1 103 103 RDU5-5DS2. 5695 0.02 A-1 R Op 1 13.13 0.00 1 1010 4010 HDU5-SDS2. 5615 0.71 V Elem 14.63 0.00 1 1950 1950 Refer to upper level A-1 L Op 2 19.88 0.00 1 5119 5119 HDU5-SDS2. 5645 0.91 A-1 R Op 2 27.13 0.00 1 1650 1650 HDU5-50S2. 5645 0.29 V Elem 29.88 0.00 1 843 843 Refer to upper level A-1 L Op 3 30.88 0.00 1 1079 1079 HDU5-SDS2. 5645 0.19 A-1 R Op 3 43.13 0.00 1 1729 1729 HDU5-SDS2. 5615 0.31 V Elem 46.38 0.00 1 843 843 Refer to upper level A-1 L Op 4 46.88 0.00 1 1501 1501 HDU5-SDS2. 5645 0.27 A-1 R Op 4 57.13 0.00 1 6871 6871 HDU5-SDS2. 5645 1.22* A-1 R End 64.88 0.00 1 7097 7097 HDU5-SDS2. 5645 1.26* Line B 8-1 L End 42.13 16.50 1 1722 1722 HDU5-SDS2. 5645 0.31 B-1 R End 64.88 16.50 1 1722 1722 HDU5-SDS2. 5645 0.31 Line C C-1 L End 0.12 45.00 1 829 829 HDU5-SDS2. 5645 0.15 V Elem 3.13 45.00 1 719 719 Refer to upper level V Elem 14.88 45.00 1 719 719 Refer to upper level V Elem 20.13 45.00 1 80 80 Refer to upper level C-1 L Op 1 21.88 45.00 1 883 883 RDU5-S17S2. 5695 0.16 C-1 R Op 1 27.13 45.00 1 1933 1433 HDU5-00S2. 5645 0.25 V Elem 27.88 45.00 1 80 80 Refer to upper level V Elem 33.13 45.00 1 80 80 Refer to upper level V Elem 40.88 45.00 1 80 80 Refer to upper level V Elem 43.13 45.00 1 1488 1488 Refer to upper level C-1 R End 64.88 95.00 1 2889 2889 HDU5-SDS2. 5645 0.51 Level 2 Tensile ASD Line- Location [ft) Load Holddown Force [lbs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down ribs] Resp. Line 1 1-1 L End 0.00 0.12 1 2363 2363 HDU5-SDS2. 5645 0.42 1-1 L Op 1 0.00 19.88 1 2363 2363 HDU5-SDS2. 5645 0.42 1-1 R Op 1 0.00 25.13 1 1266 1266 HDU5-SDS2. 5645 0.22 1-1 L Op 2 0.00 34.88 1 1266 1266 HDU5-SDS2. 5615 0.22 1-1 R Op 2 0.00 38.13 1 568 568 HDU5-SDS2. 5645 0.10 1-1 R End 0.00 44.88 1 568 568 HDU5-SDS2. 5645 0.10 Line 3 3-1 R Op 1 65.00 4.62 1 4083 4083 HDU5-SDS2. 5645 0.72 3-1 L Op 2 65.00 11.88 1 4083 4083 HDU5-SDS2. 5645 0.72 3-1 R Op 2 65.00 14.63 1 1070 1070 HDU5-SDS2. 5615 0.19 3-1 L Op 3 65.00 17.87 1 1070 1070 HDU5-SDS2. 5645 0.19 3-1 R Op 3 65.00 28.13 1 3169 3169 HDU5-SDS2. 5645 0.56 3-1 L Op 4 65.00 33.87 1 3169 3169 HDU5-SDS2. 5645 0.56 3-1 R Op 4 65.00 40.12 1 2430 2430 HDU5-SDS2. 5645 0.43 3-1 R End 65.00 44.88 1 2430 2430 HDU5-.S3)S2. 5645 0.43 Line A A-1 R Op 3 14.63 0.00 1 1950 1950 HDU5-SDS2. 5645 0.35 14 4. WoodWorks® Shearwalls garyslotl_146th.wsw !Dec. 16, 2019 12:59:52 HOLD-DOWN DESIGN flexible wind design, continued) A-1 L Op 4 19.88 0.00 1 1950 1950 HDU5-SDS2. 5645 0. 5 A-1 R Op 4 26.13 0.00 1 843 843 HDU5-SDS2. 5645 0.15 A-1 L Op 5 29.88 0.00 1 843 843 HDU5-SDS2. 5645 0.15 A-1 R Op 5 42.62 0.00 1 843 843 HDU5-SDS2. 5645 0.15 A-1 L Op 6 46.38 0.00 1 843 843 HDU5-SDS2. 5645 0.15 A-1 R Op 6 57.13 0.00 1 3289 3289 HDU5-SDS2. 5645 0.58 A-1 R End 64.88 0.00 1 3289 3289 HDU5-SDS2. 5645 0.58 L ne C C-1 R Op 1 3.13 45.00 1 719 719 HDU5-SDS2. 5645 0.13 C-1 L Op 2 14.88 45.00 1 719 719 HDU5-SDS2. 5645 0.13 C-1 R Op 2 20.13 45.00 1 80 80 HDU5-SDS2. 5645 0.01 C-1 L Op 3 27.88 45.00 1 80 80 HDU5-SDS2. 5645 0.01 C-1 R Op 3 33.13 45.00 1 80 80 HDU5-SDS2. 5645 0.01 C-1 L Op 4 40.88 45.00 1 80 80 HDU5-SDS2. 5645 0.01 C-1 R Op 4 43.13 45.00 1 1488 1488 HDU5-SDS2. 5645 0.26 C-1 R End 64.88 45.00 1 1488 1488 HDU5-SDS2. 5645 0.26 Legend: Line -Wall: At wall or opening - Sheartine and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not et well end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 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- Wind shear overturning component, based on shearline force, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Dead - Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Cmb'd - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.16.2.1 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 Notes: Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. *WARNING - Design capacity has been exceeded. 15 WoodWorks® Shearwalls garyslot1_146th.wsw Dec. 16, 2019 12:59:52 DRAG STRUT FORCES (flexible wind design) Level 1 Line- Wail Position on Wall or Opening Location [ft] X Y Load Case Drag Strut Forceps) Line 1 1-1 Left Opening 1 0.00 20.00 1 3402 3490 1-1 Right Opening 1 0.00 25.00 1 2130 1-1 Left Opening 2 0.00 30.00 1 823 1-1 Right Opening 2 0.00 34.00 1 408 266 Line 2 2-1 Right Opening 1 42.00 21.00 1 3171 3171 Line 3 3-1 Right Opening 1 65.00 4.50 1 1026 1026 3-1 Left Opening 2 65.00 12.00 1 7524 6913 3-1 Right Opening 3 65.00 42.00 1 73 Line A A-1 Left Opening 1 3.00 0.00 1 285 A-1 Right Opening 1 13.00 0.00 1 1370 1339 A-1 Left Opening 2 20.00 0.00 1 899 379 A-1 Right Opening 2 27,00 0.00 1 161 359 A-1 Left Opening 3 31.00 0.00 1 119 320 A-1 Right Opening 3 43.00 0.00 1 1146 1585 A-1 Left Opening 4 47.00 0.00 1 1187 1381 A-1 Right Opening 4 57.00 0.00 1 2242 2436 Line B B-1 Left Wall End 42.00 16.50 1 2813 2813 Line C C-1 Left Opening 1 22.00 45.00 1 708 577 C-1 Right Opening 1 27.00 45.00 1 1324 1194 Level 2 Drag Strut Line- Position on Wall Location (ft] Load Force [lbs1 Wall or Opening X Y Case --> <- Line 1 1-1 Left Opening 1 0.00 20.00 1 2342 2342 1-1 Right Opening 1 0.00 25.00 1 1469 1469 1-1 Left Opening 2 0.00 35.00 1 1266 1266 1-1 Right Opening 2 0.00 38.00 1 743 743 Line 3 3-1 Right Opening 1 65.00 4.50 1 786 786 3-1 Left Opening 2 65.00 12.00 1 1605 1605 3-1 Right Opening 2 65.00 14.50 1 1169 1169 3-1 Left Opening 3 65.00 18.00 1 993 993 3-1 Right Opening 3 65.00 28.00 1 753 753 3-1 Left Opening 4 65.00 34.00 1 477 477 3-1 Right Opening 4 65.00 40.00 1 570 570 Line A A-1 Right Opening 3 14.50 0.00 1 1173 1173 A-1 Left Opening 4 20.00 0.00 1 338 338 A-1 Right Opening 4 26.00 0.00 1 823 823 A-1 Left Opening 5 30.00 0.00 1 751 751 A-1 Right Opening 5 42.50 0.00 1 1762 1762 A-1 Left Opening 6 46.50 0.00 1 1690 1690 A-1 Right Opening 6 57.00 0.00 1 2539 2539 Line C C-1 Right Opening 1 3.00 45.00 1 243 243 C-1 Left Opening 2 15.00 45.00 1 158 158 C-1 Right Opening 2 20.00 45.00 1 562 562 C-1 Left Opening 3 28.00 45.00 1 1131 1131 C-1 Right Opening 3 33.00 45.00 1 1535 1535 C-1 Left Opening 4 41.00 45.00 1 2105 2105 C-1 Right Opening 4 43.00 45.00 1 2266 2266 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 (vmax from 4.3.6.4.1.1 for perforated walls) -> Due to shearline force in the west -to -east or south -to -north direction 16 • WoodWorks® Shearwalls garysiot1_146th.wsw Dec. 16, 2019 12:59:52 <- Due to shearline force in the east -to -west or noith-to-south direction 17 1 • WoodWorks® Shearwalls garyslotl_146th.wsw Dec. 16, 2019 12:59:52 MWFRS DEFLECTION (flexible wind design) These deflections are used to determine shearwall stiffness for force distribution Wall, segment W Gp Dir Srf v plf b ft h ft Bending A Dell sq.in in Ga kips/ in Nail slip Vn en lbs ire Shear Dell in Hold Dell in Total Dell in Level 1 Line 1 1-1,1 1 5->N Ext 442.2 20.00 9.00 16.5 .006 19.4 177 .028 .205 0.15 0.36 N->S Ext 446.7 20.00 9.00 16.5 .006 19.4 177 .028 .207 0.15 0.36 1-1,2 S->N Ext 0.0 5.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 N->S Ext 10.8 5.00 9.00 16.5 .001 19.4 177 .028 .005 0.36 0.36 1-1,3 S->N Ext 309.3 11.00 9.00 16.5 .007 19.4 177 .C28 .143 0.21 0.36 N->S Ext 296.3 11.00 9.00 16.5 .007 19.4 177 .028 .137 0.22 0.36 Line 2 2-1,2 3 Both 1 283.1 24.00 9.00, 16.5 .003 25.2 172 .025 .101 0.09 0.20 Line 3 3-1,2 4 S->N Both 1368.0 7.50 9.00 16.5 .046 25.2 172 .025 .244 0.67 0.96 N->S Both 1286.5 7.50 9.00 16.5 .043 25.2 172 .025 .230 0.65 0.93 3-1,4 S->N Both 0.0 3.00 9.00 16.5 .000 25.2 172 .025 .000 0.00 0.00 N->S Both 203.7 3.00 9.00 16.5 .017 25.2 172 .025 .036 0.88 0.93 Line A A-1,1 ] W->E Ext 0.0 3.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 E->W Ext 10.5 3.00 9.00 16.5 .001 19.4 177 .028 .005 0.60 0.60 A-1,2 W->E Ext 429.6 7.00 9.00 16.5 .015 19.4 177 .028 .199 0.37 0.58 E->W Ext 350.9 7.00 9.00 16.5 .013 19.4 177 .028 .162 0.42 0.60 A-1,3 W->E Ext 95.0 4.00 9.00 16.5 .006 19.4 177 .028 .044 0.53 0.58 E->W Ext 115.1 4.00 9.00 16.5 .007 19.4 177 .028 .053 0.54 0.60 A-1,4 W->E Ext 95.0 4.00 9.00 16.5 .006 19.4 177 .028 .044 0.53 0.58 E->W Ext 156.3 4.00 9.00 16.5 .010 19.4 177 .028 .072 0.52 0.60 A-1,5 W->E Ext 385.6 8.00 9.00 16.5 .012 19.4 177 .028 .179 0.39 0.58 E->W Ext 409.9 8.00 9.00 16.5 .013 19.4 177 .028 .190 0.39 0.60 Line B 8-1 1 Both 1 189.3 23.00 9.00 16.5 .002 19.4 177 .028 .088 0.09 0.18 Line C C-1,1 1 W->E Ext 91.1 22.00 9.00 16.5 .001 19.4 177 .oze .042 0.09 0.13 E->W Ext 97.0 22.00 9.00 16.5 .001 19.4 177 .028 .045 0.09 0.13 C-1,2 W->E Ext 158.1 38.00 9.00 16.5 .001 19.4 177 .028 .073 0.05 0.13 E->W Ext 154.7 38.00 9.00 16.5 .001 19.4 177 .028 .072 0.06 0.13 Wall, segment W Gp Dir Srf v b h Bending A Defl Ga kips/ Nail slip Vn en Shear Defl Hold Defl Total Defl ft ft sq.in in in lbs in in in in Level 2 _plf Line 1 1-1,1 2 Both Ext 291.7 20.00 8.00 16.5 .003 13.4 182 .033 .174 0.12 0.29 1-1,2 Both Ext 154.3 10.00 8.00 16.5 .003 13.4 182 .033 .092 0.20 0.29 1-1,3 Both Ext 68.5 7.00 8.00 16.5 .002 13.4 182 .030 .041 0.25 0.29 Line 3 3-1,2 1 Both Ext 493.4 7.50 8.00 16.5 .012 19.4 177 .028 .203 0.39 0.61 3-1,3 Both Ext 124.2 3.50 8.00 16.5 .006 19.4 177 .028 .051 0.55 0.61 3-1,4 Both Ext 379.6 6.00 8.00 16.5 .011 19.4 177 .029 .156 0.44 0.61 3-1,5 Both Ext 288.6 5.00 8.00 16.5 .010 19.4 177 .028 .119 0.48 0.61 Line A A-1,21 oth Ext 0.0 2.50 8.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 A-1,4 Both Ext 232.6 5.50 8.00 16.5 .007 19.4 177 .028 .096 0.40 0.51 A-1,5 Both Ext 98.8 4.00 8.00 16.5 .004 19.4 177 .028 .041 0.46 0.51 A-1,6 Both Ext 98.8 4.00 8.00 16.5 .004 19.4 177 .028 .041 0.46 0.51 A-1,7 Both Ext 398.3 8.00 8.00 16.5 .009 19.4 177 .028 .164 0.33 0.51 Line C C-1,2 2 Both Ext 87.9 12.00 8.00 16.5 .001 13.4 182 .03C .052 0.15 0.21 C-1,3 Both Ext 9.7 8.00 8.00 16.5 .000 13.4 182 .03C .006 0.20 0.21 C-1,4 Both Ext 9.7 8.00 8.00 16.5 .000 13.4 182 .030 .006 0.20 0.21 C-1,5 Both Ext 183.9 22.00 8.00 16.5 .001 13.4 182 .030 .109 0.09 0.21 Legend: Wall, segment - Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline B W Gp - Wall design group defined in Sheathing and Materials fables, where it shows associated Standard Wall, Dir- Force direction Srf - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v - ASD shear force per unit distance on wall segment For perforated walls, vmax from SDPWS 4.3-9 is used, as per 4,3.2.1 b - Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h- Wallheight Defl - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / 1000 Ga. Ga - vw / (vw / Gt + 0.75 en), from SDPWS Ex. C4.3.2-1; vw - ASD sheathing capacity Gt - Shear stiffness from SDPWS 18 ". WoodWorks® Shearwalls garyslot1_146th.wsw Dec. 16, 2019 12:59:52 C4.3.3.2, value is in Sheathing Materials table; en — Nail slip from SDPWS table C4.2.2D; Vn — Shear force per nail along panel edge using vw Hold — Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total defl Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 19 • WoodWorks® Shearwalls garyslot1_146th.wsw Dec. 16, 2019 12:59:52 SERVICEABILITY DEFLECTION (flexible wind design) se deflections are used to determine story drift Wall, segment W Gp Dir Srf v If b ft h ft Bending A Defl sq.in in Ga kips/ in Nail slip Vn en lbs in Shear Defl in Hold Defl in Total Defl in Level 1 Line 1 1-1,1 1 S->N Ext 437.2 20.00 9.00 16.5 .006 19.9 175 .027 .198 0.15 0.35 N->S Ext 439.9 20.00 9.00 16.5 .006 19.9 175 .027 .199 0.15 0.36 1-1,2 S->N Ext 0.0 5.00 9.00 16.5 .000 19.9 175 .027 .000 0.00 0.00 N->S Ext 10.9 5.00 9.00 16.5 .001 19.9 175 .027 .005 0.36 0.36 1-1,3S->N Ext 303.0 11.00 9.00 16.5 .007 19.9 175 .027 .137 0.21 0.35 N->S Ext 293.1 11.00 9.00 16.5 .007 19.9 175 .027 .133 0.22 0.36 Line 2 2-1,2 3 Both 1 279.2 24.00 9.00 16.5 .003 25.7 169 .024 .098 0.09 0.20 Line 3 3-1,2 4 S->N Both 1349.1 7.50 9.00 16.5 .045 25.7 169 .G24 .236 0.67 0.95 N->S Both 1256.3 7.50 9.00 16.5 .042 25.7 169 .G24 .220 0.65 0.91 3-1,4 S->N Both 0.0 3.00 9.00 16.5 .000 25.7 169 .C24 .000 0.00 0.00 N->S Both 232.0 3.00 9.00 16.5 .020 25.7 169 .024 .041 0.85 0.91 Line A A-1,1 1 W->E Ext 679.7 3.00 9.00 16.5 .057 19.9 175 .027 .308 0.12 0.49 E->W Ext 3.0 3.00 9.00 16.5 .000 19.9 175 .027 .001 0.59 0.60 A-1,2 W->E Ext 308.4 7.00 9.00 16.5 .011 19.9 175 .027 .140 0.33 0.49 E->W Ext 348.4 7.00 9.00 16.5 .013 19.9 175 .027 .158 0.42 0.59 A-1,3 W->E Ext 34.1 4.00 9.00 16.5 .002 19.9 175 .027 .015 0.47 0.49 E->W Ext 111.0 4.00 9.00 16.5 .007 19.9 175 .027 .050 0.53 0.59 A-1,4 W->E Ext 34.1 4.00 9.00 16.5 .002 19.9 175 .027 .015 0.47 0.49 E->W Ext 151.3 4.00 9.00 16.5 .010 19.9 175 .027 .069 0.51 0.59 A-1,5 W->E Ext 285.9 8.00 9.00 16.5 .009 19.9 175 .027 .130 0.35 0.49 E->W Ext 407.5 8.00 9.00 16.5 .013 19.9 175 .027 .185 0.39 0.59 Line B 8-1 1 Both 1 186.7 23.00 9.00 16.5 .002 19.9 175 .027 .085 0.09 0.18 Line C C-1,1 1 W->E Ext 89.8 22.00 9.00 16.5 .001 19.9 175 .027 .041 0.09 0.13 E->W Ext 95.7 22.00 9.00 16.5 .001 19.9 175 .027 .043 0.09 0.13 C-1,2 W->E Ext 155.9 38.00 9.00 16.5 .001 19.9 175 .027 .071 0.05 0.13 E W Ext 152.6 38.00 9.00 16.5 .001 19.9 175 .027 .069 0.06 0.13 Wall, segment W Gp Dir Srf v b h Bending A Defl Ga kips/ Nail slip Vn en Shear Defl Hold Defl Total Defl plf ft ft sq.in in in Ibs in in in in Level 2 Line 1 1-1,1 2 Both Ext 287.4 20.00 8.00 16.5 .003 13.8 179 .029 .167 0.12 0.29 -1,2 Both Ext 152.4 10.00 8.00 16.5 .003 13.8 179 .029 .089 0.20 0.29 1-1,3 Both Ext 67.8 7.00 8.00 16.5 .002 13.8 179 .029 .039 0.25 0.29 Line 3 3-1,2 1 Both Ext 485.0 7.50 8.00 16.5 .011 19.9 175 .027 .195 0.39 0.60 3-1,3 Both Ext 126.0 3.50 8.00 16.5 .006 19.9 175 .027 .051 0.55 0.60 3-1,4 Both Ext 373.9 6.00 8.00 16.5 .011 19.9 175 .027 .151 0.44 0.60 3-1,5 Both Ext 285.1 5.00 8.00 16.5 .010 19.9 175 .027 .115 0.47 0.60 Line A A-1,2 1 Both Ext 0.0 2.50 8.00 16.5 .000 19.9 175 .027 .000 0.00 0.00 A-1,4 Both Ext 228.9 5.50 8.00 16.5 .007 19.9 175 .027 .092 0.40 0.50 A-1,5 Both Ext 96.0 4.00 8.00 16.5 .004 19.9 175 .027 .039 0.46 0.50 A-1,6 Both Ext 96.0 4.00 8.00 16.5 .004 19.9 175 .027 .039 0.46 0.50 A-1,7 Both Ext 394.6 8.00 8.00 16.5 .009 19.9 175 .027 .159 0.33 0.50 Line C C-1,2 2 Both Ext 85.6 12.00 8.00 16.5 .001 13.8 179 .029 .050 0.15 0.20 C-1,3 Both Ext 8.0 8.00 8.00 16.5 .000 13.8 179 .029 .005 0.20 0.20 C-1,4 Both Ext 8.0 8.00 8.00 16.5 .000 13.8 179 .029 .005 0.20 0.20 C-1,5 Both Ext 183.1 22.00 8.00 16.5 .001 13.8 179 .029 .106 0.09 0.20 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B W Gp - Wall design group defined in Sheathing and Materials tables, where it shows associated Standard Wall. Dir- Force direction Srf- Wall surface, interior or exterior for perimeter walls, 1 or 2 for inferior partitions v - Shear force per unit distance on wall segment using 1.0 Wa = wind load based on serviceability wind speeds from ASCE 7 CC.1.2, Figs. CC1- CC4. For perforated walls, vmax from SDPWS 4.3-9 is used, as per 4.3.2.1 b - Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table 20 •' WoodWorks® Shearwalls garyslot1_146th.wsw Dec. 16, 2019 12:59:52 Shear = vh / 1000 Ga. Ga — Factor x vw / (Factor x vw / Gt + 0.75 en), adapted from SDPWS Ex. C4.3.2-1; vw — ASD sheathing capacity; Gt — Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en — Nail slip from SDPWS table C4.2.2D; Vn — Shear force per nail using Factor x vw; Factor = Ps/F'rn/0.6 for WSP, 1.0 for other materials,- Ps - serviceability wind pressure; Pm - MWFRS wind pressure Hold — Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total dell = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 WARNING - On shearline(s) A the program was unable to equalize deflections on the shearwall segments. Change design setting to capacity -based rigidity, or tum off the distribution to segments based on rigidity. 21 WoodWorks® Shearwalls garyslotl_146th.wsw Dec. 16, 2019 12:59:52 MWFRS HOLD-DOWN DISPLACEMENT (flexible wind design) These displacements are used to determine deflections for force distribution Wall, segment Dir Hold- down Uplift force Ibs Elong / Disp Manuf Add in in da in Slippage Pf Ibs da in Shrink da la Crush+ Extra in Total da in Hold Defl in Level 1 Line 1 1-1,1 S->N HDU5-SDS 6403 .130 .008 0.138 - - .158 0.04 0.34 0.15 N->S HDU5-SDS 6434 .131 .008 0.139 - .158 0.04 0.34 0.15 1-1,2 S->N HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 N->S HDU5-SDS 102 .002 .000 0.002 - - .158 0.04 0.20 0.36 1-1,3 S->N HDU5-SDS 2830 .058 .003 0.061 - - .158 0.04 0.26 0.21 N->S HDU5-SDS 3297 .067 .004 0.071 - - .158 0.04 0.27 0.22 Line 2 2-1,2 Both HDU5-SDS 2575 .052 .003 0.055 - - .158 0.04 0.25 0.09 Line 3 3-1,2 S->N HDU5-SDS 16819 .343 .020 0.362 - - .158 0.04 0.56 0.67 N->S HDU5-SDS 16075 .327 .019 0.346 - - .158 0.04 0.54 0.65 3-1,4 S->N HDU5-SDS 0 .000 .000 0.000 - _000 0.00 0.00 0.00 N->S HDU5-SDS 4381 .090 .005 0.095 - _158 0.04 0.29 0.88 Line A A-1,1 W->E HDU5-SDS -1963 .000 .000 0.000 - - _000 0.00 0.00 0.00 E->W HDU5-SDS 60 .002 .000 0.002 - - .158 0.04 0.20 0.60 A-1,2 W->E HDU5-SDS 3369 .082 .005 0.086 - _158 0.04 0.28 0.37 E->W HDU5-SDS 6096 .124 .007 0.131 - - _158 0.04 0.33 0.42 A-1,3 W->E HDU5-SDS 1091 .036 .002 0.038 - .158 0.04 0.24 0.53 E->W HDU5-SDS 1912 .040 .002 0.042 - - -158 0.04 0.24 0.54 A-1,4 W->E HDU5-SDS 1091 .036 .002 0.038 - - .158 0.04 0.24 0.53 E->W HDU5-SDS 1474 .031 ,002 0.032 - - .158 0.04 0.23 0.52 A-1,5 W->E HDU5-SDS 5876 .140 .008 0.146 - - .158 0.04 0.35 0.39 E->W HDU5-SDS 7145 .145 .008 0.153 - - .158 0.04 0.35 0.39 Line B 0-1 Both HDU5-SDS 1722 .035 .002 0.037 - - .158 0.04 0.23 0.09 Line C C-1,1 W->E HDU5-SDS 829 .017 .001 0.018 - - .158 0.04 0.22 0.09 E->W HDU5-SDS 883 .018 .001 0.019 - - .158 0.04 0.22 0.09 C-1,2 W->E HDU5-SDS 1433 .029 .002 0.031 - - .158 0.04 0.23 0.05 E->W HDU5-SDS 2889 .059 .003 0.062 - - .158 0.04 0.26 0.06 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl lbs in in in Ibs in in in in in Level 2 Line 1 1-1,1 Both HDU5-SDS 2363 .096 .001 0.097 - - .158 0.04 0.29 0.12 1-1,2 Both HDU5-SDS 1266 .052 .001 0.052 - - .158 0.04 0.25 0.20 1-1,3 Both HDU5-SDS 568 .023 .000 0.023 - - .158 0.04 0.22 0.25 Line 3 3-1,2 Both HDU5-SDS 4091 .166 .002 0.168 - - .158 0.04 0.37 0.39 3-1,3 Both HDU5-SDS 1061 .044 .001 0.044 - - .158 0.04 0.24 0.55 3-1,4 Both HDU5-SDS 3168 .129 .002 0.131 - - .158 0.04 0.33 0.44 3-1,5 Both HDU5-SDS 2425 .099 .001 0.100 - - .158 0.04 0.30 0.48 Line A A-1,2 Both HDU5-SDS 0 .000 .000 0.000 - .000 0.00 0.00 0.00 A-1,4 Both HDU5-SDS 1943 .079 .001 0.080 - - .158 0.04 0.28 0.40 A-1,5 Both HDU5-SDS 832 .034 .000 0.035 - - .158 0.04 0.23 0.46 A-1,6 . Both HDU5-SDS 832 .034 .000 0.035 - - .158 0.04 0.23 0.46 A-1,7 Both HDU5-SDS 3304 .134 .002 0.136 - - .:58 0.04 0.33 0.33 Line C C-1,2 Both HDU5-SDS 713 .029 .000 0.030 - - .:58 0.04 0.23 0.15 C-1,3 Both HDU5-SDS 72 .003 .000 0.003 - - .158 0.04 0.20 0.20 C-1,4 Both HDU5-SDS 72 .003 .000 0.003 - - .158 0.04 0.20 0.20 C-1,5 Both HDU5-SDS 1497 .061 .001 0.061 .158 0.04 0.26 0.09 Legend: Wall, segment - Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline Dir- Force direction Uplift force (P) -AccumulatedASD hold-down tension force from overturning, dead and wind uplift, For perforated walls, T from SDPWS 4.3-8 is used for overturning da - Vertical displacements due to the following components: Elong/Disp - Elongation when slippage calculated separately, displacement when combined elongation/slippage used Manuf- Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with "= (ASD uplift force / ASD hold-down capacity) x max ASD elongation or displacement "- Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. 22 WoodWorks® Shearwalls garyslotl_146th.wsw Dec. 16, 2019 12:59:52 Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / ( Ab x Es); Ab - bolt cross -sectional area; Es = steel modulus = 29000000 psi,- L = Lb - Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage - Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = ASD uplift force P / number of fasteners Bolts: = Pf/ (270,000 DA1 .5) (NDS 11.3.6) ; D = bolt diameter Nails: = en, from SDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (15% fabrication - 10% in-service moisture contents) x Ls Ls = Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra - 0.04" wood crushing at compression end of wall segrnent plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl - Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4,3.2-1) h = wall height b = segment length between openings; h,b values in Deflection table 23 ood o ks® Shearwa s garyslotl_146th.wsw Dec. 16, 2019 12:59:52 SERVICEABILITY HOLD-DOWN DISPLACEMENT (flexible wind design) These displacements are used fo determine deflections for storydrift Wall, segment Dir Hold- down Uplift force lbs Elong/Disp Manuf Add in in da in Slippage Pf lbs da in Shrink da in Crush+ Extra in Total da in Hold Defl in Level 1 Line 1 1-1,2 S->N HDU5-SDS 6321 .129 .007 0.136 - .158 0.04 0.33 0.15 N->S HDU5-SDS 6348 .129 .007 0.137 - .158 0.04 0.33 0.15 1-1,2 S->N HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 N->S HDU5-SDS 99 .002 .000 0.002 - - .158 0.04 0.20 0.36 1-1,3 S->N HDU5-SDS 2778 .057 .003 0.060 - - .158 0.04 0.26 0.21 N->S HDU5-SDS 3246 .066 .004 0.070 - - .158 0.04 0.27 0.22 Line 2 2-1,2 Both HDU5-SDS 2539 .052 .003 0.055 - - .158 0.04 0.25 0.09 Line 3 3-1,2 S->N HDU5-SDS 16587 .338 .020 0.357 - - .158 0.04 0.55 0.67 N->S HDU5-SDS 15955 .325 .019 0.344 - .158 0.04 0.54 0.65 3-1,4 S->N HDU5-SDS 0 .000 .000 0.000 - .000 0.00 0.00 0.00 N->S HDU5-SDS 4044 .082 .005 0.087 - .158 0.04 0.28 0.85 Line A A-1,1 W->E HDU5-SDS -3282 .000 .000 0.000 - - .000 0.04 0.04 0.12 E->W HDU5-SDS 29 .001 .000 0.001 - - .158 0.04 0.20 0.59 A-1,2 W->E HDU5-SDS 2896 .059 .003 0.062 .158 0.04 0.26 0.33 E->W HDU5-SDS 6033 .123 .007 0.130 - .158 0.04 0.33 0.42 A-1,3 W->E HDU5-SDS 605 .012 .001 0.013 - - .158 0.04 0.21 0.47 E->W HDU5-SDS 1853 .038 .002 0.040 - .158 0.04 0.24 0.53 A-1,4 W->E HDU5-SDS 605 .012 .001 0.013 - .158 0.04 0.21 0.47 E->W HDU5-SDS 1425 .029 .002 0.031 - .158 0.04 0.23 0.51 A-1,5 W->E HDU5-SDS 5129 .104 .006 0.111 - - .158 0.04 0.31 0.35 E->W HDU5-SDS 7087 .144 .008 0.153 - .158 0.04 0.35 0.39 Line B B-1 Both HDU5-SDS 1698 .035 .002 0.037 - - .158 0.04 0.23 0.09 Line C C-1,1 W->E HDU5-SDS 818 .017 .001 0.018 - .158 0.04 0.22 0.09 E->W HDU5-SDS 8711, .018 .001 0.019 - .158 0.04 0.22 0.09 C-1,2 W->E HDU5-SDS 1413 .029 .002 0.030 - - .158 0.04 0.23 0.05 E->W HDU5-SDS 2849 .058 .003 0.061 - - .158 0.04 0.26 0.06 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl Ibs in in in Ibs in in in in in Level 2 Line 1 1-1,1 Both HDU5-SDS 2331 .095 .001 0.096 - - .258 0.04 0.29 0.12 1-1,2 Both HDU5-SDS 1248 .051 .001 0.051 - - .158 0.04 0.25 0.20 1-1,3 Both HDU5-SDS 559 .023 .000 0.023 - .158 0.04 0.22 0.25 Line 3 3-1,2 Both HDU5-SDS 4059 .165 .002 0.167 .158 0.04 0.36 0.39 3-1,3 Both HDU5-SDS 1007 .041 .001 0.042 .158 0.04 0.24 0.55 3-1,4 Both HDU5-SDS 3126 .127 .002 0.129 - - .158 0.04 0.33 0.44 3-1,5 Both HDU5-SDS 2379 .097 .001 0.098 - - .158 0.04 0.30 0.47 Line A A-1,2 Both HDUS-SDS 0 .000 .000 0.000 - .000 0.00 0.00 0.00 A-1,4 Both HDU5-SDS 1908 .078 .001 0.079 - - .158 0.04 0.28 0.40 A-1,5 Both HDU5-SDS 808 .033 .000 0.033 - - .158 0.04 0.23 0.46 A-1,6 Both HDU5-SDS 808 .033 .000 0.033 - - .158 0.04 0.23 0.46 A-1,7 Both HDU5-SDS 3276 .133 .002 0.135 - .158 0.04 0.33 0.33 Line C C-1,2 Both HDU5-SDS 699 .028 .000 0.029 - .158 0.04 0.23 0.15 C-1,3 Both HDU5-SDS 64 .003 .000 0.003 .158 0.04 0.20 0.20 C-1,4 Both HDU5-SDS 64 .003 .000 0.003 - .158 0.04 0.20 0.20 C-1,5 Both HDU5-SDS 1484 .060 .001 0.061 - .158 0.04 0.26 0.09 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shear/ine B Dir - Force direction Uplift force (P)--Accumulated hold-down tension force from overturning, dead and wind uplift using load combination D + Wa from ASCE 7 Cal .2. For perforated walls, T from SDPWS 4.3-8 is used for overturning Wa = wind load based on serviceability wind speeds from ASCE 7 CC.1.2, Figs_CC1 - CC4 da - Vertical displacements due fo the following components: Elong/Disp - Elongation when slippage calculated separately- displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force / ASD hold-down capacity) x max strength -level elongation or displacement • - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, 24 WoodWorks® Shearwalls garyslot1_146th.wsw Dec. 16, 2019 12:59:52 causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / (Ab x Es); Ab — bolt cross-secrionar area, - Es = steel modulus = 29000000 psi; L = Lb — Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage — Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = Unfacfored uplift force P / number of fasteners Bolts: = / (270,000 D^1 .5) (NDS 11.3.6) ; D = bolt diameter Nails: = en, from SDPWS Table C4.2,20 using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (15% fabrication — 10% in-service moisture contents) x Ls Ls = Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra — 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Dell — Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3,2-1) h = wall height b = segment length between openings; h,b values in Deflection table 25 WoodWorks® Shearwalls garyslotl_146th.wsw Dec, 16, 2019 12:59:52 STORY DRIFT (flexible wind design Level Dir Wall height ft Actual Story Drift (in) Max Line defl Allowable Story Drift hs Drift Ratio ft in 1 9.00 10.00 N<->S 0.91 3 0.24 3.81* E->W 0.60 A 0.24 2.48* W->E 0.60 A 0.24 2.48* 2 8.00 8.00 N<->S 0.60 3 0.19 3.14* E->W 0.50 A 0.19 2.63* W->E 0.50 A 0.19 2.63* Legend: Max defl — Largest deflection for any shearline on level in this direction; refer to Serviceability Deflections table Line — Shearline with largest deflection on level in this direction hs — Story height = Height of walls plus joist depth between this level and the one above. Drift = Allowable story drift on this level = story height/ 500 Ratio - Proportion of allowable story drift experienced, on this level in this direction. Notes: *FAILURE — Story drift on this level is greater than maximum allowed. 26 WoodWorks® Shearwalls garysiot1_146th.wsw Dec. 16, 2019 12:59:52 Rigid Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S Shearlines W Gp For Dir ASDShearForce[pli v vmax Vilbs) Asp -Cub Int Ext Int AlkmableShear[plq Ext Co C Cmb V [lbs] Resp. Ratio Line 1 Level 2 Ln1, Lev2 - Both - - 8682 - - - - - 13468 - Wall 1-1 2^ Both - - 8682 1.0 - 364 - - 13468 - Seg. 1 - Both 315.9 - 6318 - 1.0 - 364 - 364 7280 0.87 Seg. 2 - Both 174.9 - 1749 - 1.0 - 364 - 364 3640 0.48 Seg. 3 - Both 87.8 - 615 - 1.0 - 364 - 364 2548 0.24 Level 1 Ln1, Levi - S->N - - 10079 - - - - - - 19152 - - N->S - 10047 - - - - - 19152 - Wall 1-1 1 S->N - - 10079 - 1.0 - 532 - - 19152 1 N->S - 10047 1.0 - 532 - - 19152 - Seg. 1 - S->N 365.8 - 7316 - 1.0 - 532 - 532 10640 0.69 - N->S 374.6 - 7493 - 1.0 - 532 - 532 10640 0.70 Seg. 2 - Both 0.0 - 0 1.0 - 532 - 532 2660 0.00 Seg. 3 - S->N 251.2 - 2763 - 1.0 - 532 - 532 5852 0.47 - N->S 232.2 - 2555 - 1.0 - 532 - 532 5852 0.44 Line 2 Ln2, Levl - S->N - - 15560 - - - - 16464 - - N->S - - 15587 - - - - - - 16464 - Wall 2-1 3 S->N - - 15560 1.0 - 686 - 16464 - 3^ N->S - 15587 - 1.0 - 686 - 16464 - Seg. 1 - Both 0.0 0 - 1.0 - 686 - 686 - Seg. 2 S->N 648.4 - 15560 1.0 - 686 - 686 16464 0.95 - N->S 649.5 - 15587 - 1.0 - 686 - 686 16464 0.95 Line 3 Level 2 Ln3, Lev2 - Both - - 7029 - - - - - - 11638 - Wall 3-1 1 Both - - 7029 - 1.0 - 532 - - 11638 - Seg. 1 - Both 0.0 - 0 - 1.0 - 532 - 532 - - Seg. 2 - Both 449.5 - 3371 - 1.0 - 532 - 532 3990 0.84 Seg. 3 - Both 94.7 - 332 - .96 - 513 - 513 1796 0.18 Seg. 4 Both 340.4 2042 - 1.0 532 - 532 3192 0.64 Seg. 5 Both 256.8 1284 1.0 - 532 532 2660 0.48 Level 1 Ln3, Levl - S->N - 3661 - - - - - 13892 - N->S - - 3667 - - - - - - 13892 - Wall 3-1 4 S->N - - 3661 1.0 1.0 686 686 A - 13892 - 4 N->S - - 3667 1.0 1.0 686 686 - A - 13892 - Seg. 1 - Both 0.0 - 0 1.0 1.0 686 686 - 1372 - - Seg. 2 - S->N 488.2 - 3661 1.0 1.0 686 666 - 1372 10290 0.36 - N->S 488.9 - 3667 1.0 1.0 686 686 - 1372 10290 0.36 Seg. 3 Both 0.0 - 0 1.0 1.0 686 686 - 1372 - - Seg. 4 - Both 0.0 0 .88 .88 600 600 - 1201 3602 0.00 E-W W For ASD Shear Force [plf) Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax V fibs) Int Ext Int Ext Co C Cmb V ribs] Ratio Line A Level 2 LnA, Lev2 - Both - - 3261 - - - - - - 12569 - Wall A-1 1 Both - - 3261 1.0 - 532 - - 12569 - Seg. 1 - Both 0.0 0 - 1.0 - 532 - 532 - - Seg. 2 - Both 0.0 - 0 - .85 - 452 - 452 1131 0.00 Seg. 3 - Both 0.0 - 0 - 1.0 - 532 532 - - Seg. 4 Both 141.8 - 780 - 1.0 532 532 2926 0.27 Seg. 5 Both 25.5 102 - 1.0 - 532 532 2128 0.05 Seg. 6 Both 25.5 - 102 1.0 - 532 - 532 2126 0.05 Seg. 7 Both 284.5 - 2276 - 1.0 - 532 - 532 4256 0.53 Level 1 LnA, Levl - W->E - - 3061 - - - - - - 13500 - - E->W - - 3038 - - - - 13500 - Wall A-1 1 W->E - - 3060 - 1.0 - 532 - 13500 - 1 E->W - - 3037 - 1.0 - 532 - - 13500 - Seg. 1 - Both 0.0 - 0 - .88 - 466 466 1397 0.00 Seg. 2 - W->E 216.6 - 1516 - 1.0 - 532 - 532 3724 0.41 - E->W 186.9 - 1308 1.0 - 532 - 532 3724 0.35 Seg. Both 0.0 0 - .97 - 515 515 2062 0.00 27 WoodWorks® Shearwails garysiot1_146th.wsw Dec. 16, 2019 12:59:52 SHEAR RESULTS (rigid wind design, continued Seg. 4 Seg. 5 Line B LnB, Levl Wall B-1 - - - - - - 1 1 W->E E->W W->E E->W W->E E->W W->E E->W 0.0 0.7 193.0 215.8 - - 249.9 254.7 - 0 - 3 - 1544 - 1726 - 5747 5858 - 5747 - 5858 - .97 - .97 - 1.0 - 1.0 - - - - 1.0 - 1.0 - 515 - - 515 - - 532 - - 532 - - - - - - - - 532 - - 532 - 515 515 532 532 - - 532 532 2062 2062 4256 4256 12236 12236 12236 12236 0.00 0.00 0.36 0.41 - - 0.47 0.48 Line C Level 2 LnC, Lev2 - Both - 7252 - - _ - - - 18200 - Wall C-1 2 Both - - 7252 - 1.0 364 - 18200 - Seg. 1 - Both 0.0 -- 0 1.0 _ 364 - 364 - - Seg. 2 - Both 129.9 - 1559 - 1.0 - 364 - 364 4368 0.36 Seg. 3 - Both 39.6 - 316 - 1.0 - 364 - 364 2912 0.11 Seg. 4 - Both 39.6 - 316 - 1.0 364 - 364 2912 0.11 Seg. 5 - Both 230.0 - 5059 - 1.0 - 364 - 364 8008 0.63 Level 1 LnC, Levl - - W->E E->W - - 10411 - 10323 - - - - - - - - - 31920 31920 - Wall C-1 1 W->E - - 10411 - 1.0 532 - - 31920 - 1 E->W - _ 10323 - 1.0 - 532 - - 31920 - Seg. 1 - W->E 130.2 2865 - 1.0 - 532 - 532 11704 0.24 - E->W 135.8 - 2988 - 1.0 - 532 - 532 11704 0.26 Seg. 2 - W->E 198.6 7546 - 1.0 - 532 - 532 20216 0.37 - E->W 193.0 - 7335 - 1.0 - 532 - 532 20216 0.36 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub - For wall: Unblocked structural wood panel factor Cub from SDPWS 4,3,3.2. For segment: Aspect Ratio Factor from SDPWS 4.3.4.2. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing, For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including penorated wall factor Co. V - Total factored shear capacity of shearline, wall or segment. Crit Resp - Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force for 0 ed Is given by SDPWS 28 WoodWorks® Shearwalls garyslot1_146th.wsw Dec. 16, 2019 12:59:52 HOLD-DOWN DESIGN (rigid wind design Level 1 Line- Wall Posit'n Location[fil X Y Load Case Tensile ASD Holddown Force Ohs] Shear Dead Uplift CrtilVd Cap Held -down [lbs] Crit Resp. Line 1 1-1 L End 0.00 0.12 1 5893 5893 HDU5-SDS2. 5645 1.04* 1-1 L Op 1 0.00 19.88 1 5974 5974 HDU5-SDS2. 5645 1.06* V Elem 0.00 25.13 1 1435 1435 Refer to upper level 1-1 R Op 2 0.00 34.13 1 2313 2313 HDU5-SDS2. 5645 0.41 V Elem 0.00 34.88 1 1435 1435 Refer to upper level V Elem 0.00 38.13 1 728 728 Refer to upper level 1-1 R End 0.00 44.88 1 2867 2867 HDU5-SDS2. 5645 0.51 Line 2 2-1 R Op 1 42.00 21.13 1 5897 5897 HDU5-SDS2. 5645 1.04* 2-1 R End 42.00 44.88 1 5907 5907 HDU5-SDS2. 5645 1.05* Line 3 3-1 R Op 1 65.00 4.62 1 8265 8265 HDU5-SDS2. 5645 1.46* 3-1 L Op 2 65.00 11.88 1 8272 8272 HDU5-SDS2. 5645 1.47* V Elem 65.00 14.63 1 816 816 Refer to upper level V Elem 65.00 16.88 1 28 28 Refer to upper level V Elem 65.00 42.13 1 1318 1318 Refer to upper level V Elem 65.00 44.88 3. 2162 2162 Refer to upper level Line A A-1 R Op 1 13.13 0.00 1 2022 2022 HDU5-SDS2. 5645 0.36 V Elem 14.63 0.00 1 1189 1189 Refer to upper level A-1 L Op 2 19.88 0.00 1 2906 2906 HDU5-SDS2. 5645 0.51 V Elem 27.13 0.00 1 191 191 Refer to upper level V Elem 29.88 0.00 1 218 218 Refer to upper level V Elem 30.88 0.00 1 7 7 Refer to upper level V Elem 43.13 0.00 1 211 211 HDU5-SDS2. 5645 0.04 V Elem 46.38 0.00 1 218 218 Refer to upper level A-1 L Op 4 46.88 0.00 1 7 7 HDU5-SDS2. 5645 0.00 A-1 R Op 4 57.13 0.00 1 4142 4142 HDU5-SDS2. 5645 0.73 A-1 R End 64.88 0.00 1 4355 4355 HDU5-SDS2. 5645 0.77 Line B B-1 L End 42.13 16.50 1 2273 2273 HDU5-SDS2. 5645 0.40 B-1 R End 64.88 16.50 1 2317 2317 HDU5-SDS2. 5645 0.41 Line C C-1 L End 0.12 45.00 1 1186 1186 HOU5-EDS2. 5645 0.21 V Elem 3.13 45.00 1 1062 1062 Refer to upper level V Elem 14.88 45.00 1 1062 1062 Refer to upper level V Elem 20.13 45.00 1 327 327 Refer to upper level C-1 L Op 1 21.88 45.00 1 1236 1236 HDU5-SDS2. 5645 0.22 C-1 R Op 1 27.13 45.00 1 1799 1799 HDU5-SDS2. 5645 0.32 V Elem 27.88 45.00 1 327 327 Refer to upper level V Elem 33.13 45.00 1 327 327 Refer to upper level V Elem 40.88 45.00 1 327 327 Refer to upper level V Elem 43.13 45.00 1 1861 1861 Refer to upper level C-1 R End 64.88 45.00 1 3610 3610 HDU5-SDS2. 5645 0.64 Level 2 Tensile ASD Line- Location [ft] Load Holddown Force fibs] Cap Crit Wall Posit'n X Y Case Shear Dead Uplift CnMWd 4:10 n Pbs] Resp. Line1 1-1 L End 0.00 0.12 1 2559 2559 HDU5-SDS2. 5645 0.45 1-1 L Op 1 0.00 19.88 1 2559 2559 HDU5-3DS2. 5645 0.45 1-1 R Op 1 0.00 25.13 1 1435 1435 HDU5-SDS2. 5645 0.25 1-1 .L Op 2 0.00 34.88 1 1435 1435 HDU5-SDS2. 5645 0.25 1-1 R Op 2 0.00 38.13 1 728 728 HDU5-SDS2. 5645 0.13 1-1 R End 0.00 44.88 1 728 728 HDU5-SDS2. 5645 0.13 Line 3 3-1 R Op 1 65.00 4.62 1 3720 3720 HDU5-SDS2. 5645 0.66 3-1 L Op 2 65.00 11.88 1 3720 3720 HDU5-SDS2. 5645 0.66 3-1 R Op 2 65.00 14.63 1 816 816 HDU5-SDS2. 5645 0.14 3-1 L Op 3 65.00 17.87 1 816 816 HDU5-SDS2. 5645 0.14 3-1 R Op 3 65.00 28.13 1 2841 2841 HDU5-SDS2. 5645 0.50 3-1 L Op 4 65.00 33.87 1 2841 2841 HDU5-SDS2. 5645 0.50 3-1 R Op 4 65.00 40.12 1 2162 2162 HDU5-SDS2. 5645 0.38 3-1 R End 65.00 44.88 1 2162 2162 HDU5-SDS2. 5645 0.38 Line A A-1 R Op 3 14.63 0.00 1 1189 1189 HDU5-SDS2. 5645 0.21 A-1 L Op 4 19.88 0.00 1 1139 1189 HDU5-SDS2. 5645 0.21 A-1 R Op 4 26.13 0.00 1 218 218 HDU5-SDS2. 5645 0.04 A-1 L Op 5 29.88 0.00 1 218 218 HDU5-SDS2. 5645 0.04 29 WoodWorks® Shearwalls garyslotl_146th.wsw Dec. 16, 2019 12:59:52 HOLD-DOWN DESIGN (rigid wind design, continued) A-1 R Op 5 42.62 0.00 1 218 218 HDU5-SDS2. 5645 0.04 A-1 L Op 6 46.38 0.00 1 218 218 HDU5-SDS2. 5645 0.04 A-1 R Op 6 57.13 0.00 1 2350 2350 HDU5-SDS2. 5645 0.42 A-1 R End 64.88 0.00 1 2350 2350 HDU5-SDS2. 5645 0.42 Line C C-1 R Op 1 3.13 45.00 1 1062 1062 HDU5-SDS2. 5645 0.19 C-1 L Op 2 14.88 45.00 1 1062 1062 HDU5-SDS2. 5645 0.19 C-1 R Op 2 20.13 45.00 1 327 327 HDU5-SDS2. 5645 0.06 C-1 L Op 3 27.88 45.00 1 327 327 HDU5-SDS2. 5645 0.06 C-1 R Op 3 33.13 45.00 1 327 327 HDU5-SDS2. 5645 0.06 C-1 L Op 4 40.88 45.00 1 327 327 HDU5-SDS2. 5645 0.06 C-1 R Op 4 43.13 45.00 1 1861 1861 HDU5-SDS2. 5645 0.33 C-1 R End 64.88 45.00 1 1861 1861 HDU5-SDS2. 5645 0.33 Legend: Line -Wall: At wall or opening - Sheadine and wall number At vertical element - Shearline Posirn - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward comer(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5/28.4.4) Hold-down Forces: Shear- Wind shear overturning component, based on shearline force, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Dead - Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Cmb'd - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 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 Notes: Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. *WARNING - Design capacity has been exceeded. 30 • WoodWorks® Shearwal s garyslot1_146th.wsw Dec. 16, 2019 12:55:35 DRAG STRUT FORCES rigid wind desi n Level 1 Line- Wall Position on Wall or Opening Location[fti X Y Load Case Drag Strut Force [lbs] Line 1 1-1 Left Opening 1 0.00 20.00 1 2836 3027 1-1 Right Opening 2 0.00 34.00 1 299 99 Line 2 2-1 Right Opening 1 42.00 21.00 1 7262 7274 Line 3 3-1 Right Opening 1 65.00 4.50 1 366 367 3-1 Left Opening 2 65.00 12.00 1 2685 2689 Line A A-1 Right Opening 1 13.00 0.00 1 612 608 A-1 Left Opening 2 20.00 0.00 1 574 373 A-1 Right Opening 3 43.00 0.00 1 702 A-1 Left Opening 4 47.00 0.00 1 886 A-1 Right Opening 4 57.00 0.00 1 1168 1353 Line B B-1 Left Wall End 42.00 16.50 1 3713 3785 Line C C-1 Left Opening 1 22.00 45.00 1 659 506 C-1 Right Opening 1 27.00 45.00 1 1460 1300 Level 2 Drag Strut Line- Position on Wall Location (ft] Load Force [lbs] Wall or Opening X Y Case -> <- Line 1 1-1 Left Opening 1 0.00 20.00 1 2459 2459 1-1 Right Opening 1 0.00 25.00 1 1495 1495 1-1 Left Opening 2 0.00 35.00 1 1315 1315 1-1 Right Opening 2 0.00 38.00 1 736 736 Line 3 3-1 Right Opening 1 65.00 4.50 1 703 703 3-1 Left Opening 2 65.00 12.00 1 1497 1497 3-1 Right Opening 2 65.00 14.50 1 1106 1106 3-1 Left Opening 3 65.00 18.00 1 891 891 3-1 Right Opening 3 65.00 28.00 1 671 671 3-1 Left Opening 4 65.00 34.00 1 434 434 3-1 Right Opening 4 65.00 40.00 1 503 503 Line A A-1 Right Opening 3 14.50 0.00 1 727 727 A-1 Left Opening 4 20.00 0.00 1 223 223 A-1 Right Opening 4 26.00 0.00 1 524 524 A-1 Left Opening 5 30.00 0.00 1 623 623 A-1 Right Opening 5 42.50 0.00 1 1250 1250 A-1 Left Opening 6 46.50 0.00 1 1348 1348 A-1 Right Opening 6 57.00 0.00 1 1875 1875 Line C C-1 Right Opening 1 3.00 45.00 1 335 335 C-1 Left Opening 2 15.00 45.00 1 114 114 C-1 Right Opening 2 20.00 45.00 1 672 672 C-1 Left Opening 3 28.00 45.00 1 1248 1248 C-1 Right Opening 3 33.00 45.00 1 1806 1806 C-1 Left Opening 4 41.00 45.00 1 2382 2382 C-1 Right Opening 4 43.00 45.00 1 2605 2605 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise comer Case A or 8 Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force (vmax from 4,3.6.4.1.1 for perforated walls) -> 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 31 WoodWorks® Shearwal s garysiot1_146th.wsw Dec. 16, 2019 12:55:35 MWFRS DEFLECTION (rigid wind design) These deflections are used to determine shearwali stiffness for force distribution Wall, segment W Gp Dir Srf v pif b ft h ft Bending A Defl sq.in in Ga kips/ in Nail slip Vn en Ibs in Shear Den in Hold Deft in Total Defl in Level 1 Line 1 1-1,1 1 S->N Ext 365.8 20.00 9.00 16.5 .005 19.4 177 .028 .169 0.15 0.32 N->S Ext 374.6 20.00 9.00 16.5 .005 19.4 177 .028 .173 0.15 0.32 1-1,2 Both Ext 0.0 5.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 1-1,3 S->N Ext 251.2 11.00 9.00 16.5 .006 19.4 177 .028 .116 0.20 0.32 N->S Ext 232.2 11.00 9.00 16.5 .005 19.4 177 .028 .108 0.21 0.32 Line 2 2-1,2 3 S->N 1 648.4 24.00 9.00 16.5 .007 25.2 172 .025 .231 0.12 0.36 N->S 1. 649.5 24.00 9.00 16.5 .007 25.2 172 .025 .232 0.12 0.36 Line 3 3-1,2 4 S->N Both 488.2 7.50 9.00 16.5 .016 25.2 172 .025 .087 0.45 0.55 N->S Both 488.9 7.50 9.00 16.5 .016 25.2 172 .025 .087 0.45 0.55 3-1,4 Both Both 0.0 3.00 9.03 16.5 .000 25.2 172 .025 .000 0.00 0.00 Line A A-1,1 1 Both Ext 0.0 3.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 A-1,2 W->E Ext 216.6 7.00 9.00 16.5 .008 19.4 177 .028 .100 0.31 0.42 E->W Ext 186.9 7.00 9.00 16.5 .007 19.4 177 .028 .087 0.34 0.43 A-1,3 Both Ext 0.0 4.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 A-1,4 W->E Ext 0.0 4.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 E->W Ext 0.7 4.00 9.00 16.5 .000 19.4 177 .028 .000 0.44 0.45 A-1,5 W->E Ext 193.0 8.00 9.00 16.5 .006 19.4 177 .028 .089 0.32 0.42 E->W Ext 215.8 8.00 9.00 16.5 .007 19.4 177 .028 .100 0.33 0.43 Line B B-1 1 W->E 1 249.9 23.00 9.00 16.5 .003 19.4 177 .028 .116 0.10 0.21 E->W 1 254.7 23.00 9.00 16.5 .003 19.4 177 .028 .118 0.10 0.22 Line C C-1,1 1 W->E Ext 130.2 22.00 9.00 16.5 .001 19.4 177 .028 .060 0.09 0.15 E->W Ext 135.8 22.00 9.00 16.5 .002 19.4 177 .028 .063 0.09 0.16 C-1,2 W->E Ext 198.6 38.00 9.00 16.5 .001 19.4 177 .028 .092 0.06 0.15 E->W Ext 193.0 38.00 9.00 16.5 .001 19.4 177 .028 .089 0.07 0.16 Wall, segment W Gp Dir Srf v b h Bending A Defl Ga kips/ Nail slip Vn en Shear Dell Hold Defl Total Defl _pit ft ft s .in in in Ibs in in in in Level 2 Line 1 1-1,1 2 Both Ext 315.9 20.00 8.00 16.5 .003 13.4 182 .030 .188 0.12 0.31 1-1,2 Both Ext 174.9 10.00 8.00 16.5 .003 13.4 182 .030 .104 0.21 0.31 1-1,3 Both Ext 87.8 7.00 8.00 16.5 .002 13.4 182 .030 .052 0.26 0.31 Line 3 3-1,2 1 Both Ext 449.5 7.50 8.00 16.5 .011 19.4 177 .028 .185 0.37 0.57 3-1,3 Both Ext 94.7 3.50 8.00 16.5 .005 19.4 177 .020 .039 0.53 0.57 3-1,4 Both Ext 340.4 6.00 8.00 16.5 .010 19.4 177 .020 .140 0.42 0.57 3-1,5 Both Ext 256.8 5.00 8.00 16.5 .009 19.4 177 .028 .106 0.46 0.57 Line A A-1,2 1 Both Ext 0.0 2.50 8.00 16.5 .000 19.4 177 .020 .000 0.00 0.00 A-1,4 Both Ext 141.8 5.50 8.00 16.5 .005 19.4 177 .028 .058 0.36 0.42 A-1,5 Both Ext 25.5 4.00 8.00 16.5 .001 19.4 177 .028 .011 0.41 0.42 A-1,6 Both Ext 25.5 4.00 8.00 16.5 .001 19.4 177 .028 .011 0.41 0.42 A-1,7 Both Ext 284.5 8.00 8.00 16.5 .006 19.4 177 .028 .117 0.29 0.42 Line C C-1,2 2 Both Ext 129.9 12.00 8.00 16.5 .002 13.4 182 .03D .077 0.16 0.24 C-1,3 Both Ext 39.6 8.00 8.00 16.5 .001 13.4 182 .030 .024 0.21 0.24 C-1,4 Both Ext 39.6 8.00 8.00 16.5 .001 13.4 182 .030 .024 0.21 0.24 C-1,5 Both Ext 230.0 22.00 8.00 16.5 .002 13.4 182 .03D .137 0.10 0.24 Legend: Wall, segment - Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline B W Gp- Wall design group defined in Sheathing and Materials tables, where it shows associated Standard Wall. Dir-Force direction Srf- Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v- ASD shear force per unit distance on wall segment. For perforated walls, vmax from SDPWS 4.3-9 is used, as per 4.3.2.1 b- Width of wall segment between openings. ModifiedforperforatedvvallsasperSDPWS4.3.2.1 h-ftllheight Defl - Horizontalshearwalldeflection due to given term: Bending = 8vh^3 /EAb; A - Cross sectional area ofsegment endstud(s); E- stud mod. of elasticity in Framing Materials table Shear = vh/1000Ga. Ga-vw/(vw/Gt+0.75en), from SDPWS Ex. C4.3.2-1; vw-ASDsheathingcapacity Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en - Nail slip from SDPWS table C4.2.2D; Vn-Shearforcepernailaiongpaneledge using vw 32 WoodWorks® Shearwalls garyslotl_146th.wsw Dec. 16, 2019 12:55:35 Hold — Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total defl = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 WARNING - On shearline(s) A the program was unable to equalize deflections on the shearwall segments. Change design setting to capacity - based rigidity, or turn off the distribution to segments based on rigidity. 33 WoodWorks® Shearwalls garyslotl_146th.wsw Dec. 16, 2019 12:55:35 SERVICEABILITY DEFLECTION (rigid wind design) These deflections are used to determine story drift Wall, segment W Gp Dir Srf v plf b ft h ft Bending A Defl sq.in in Ga kips/ in Nail slip Vn en lbs in Shear Defl in Hold Defl in Total Defl in Level 1 Line 1 1-1,1 1 S->N Ext 360.2 20.00 9.00 16.5 .005 19.9 175 .027 .163 0.15 0.32 N->S Ext 361.9 20.00 9.00 16.5 .005 19.9 175 .027 .164 0.15 0.32 1-1,2 Both Ext 0.0 5.00 9.00 16.5 .000 19.9 175 .027 .000 0.00 0.00 1-1,3 S->N Ext 248.7 11.00 9.00 16.5 .006 19.9 175 .027 .113 0.20 0.32 N->S Ext 242.7 11.00 9.00 16.5 .006 19.9 175 .027 .110 0.21 0.32 Line 2 2-1,2 3 S->N 1 639.4 24.00 9.00 16.5 .007 25.7 169 .024 .224 0.12 0.35 N->S 1, 640.5 24.00 9.00 16.5 .007 25.7 169 .024 .224 0.12 0.35 Line 3 3-1,2 4 S->N Both 481.4 7.50 9.00 16.5 .016 25.7 169 .024 .084 0.45 0.55 N->S Both 482.1 7.50 9.00 16.5 .016 25.7 169 .024 .084 0.45 0.55 3-1,4 Both Both 0.0 3.00 9.00 16.5 .000 25.7 169 .024 .000 0.00 0.00 Line A A-1,11 Both Ext 0.0 3.00 9.00 16.5 .000 19.9 175 .027 .000 0.00 0.00 A-1,2 W->E Ext 233.2 7.00 9.00 16.5 .008 19.9 175 .027 .106 0.30 0.42 E->W Ext 33.7 7.00 9.00 16.5 .001 19.9 175 .027 .015 0.27 0.29 A-1,3 Both Ext 0.0 4.00 9.00 16.5 .000 19.9 175 .027 .000 0.00 0.00 A-1,4 W->E Ext 0.0 4.00 9.00 16.5 .000 19.9 175 .027 .000 0.00 0.00 E->W Ext 555.3 4.00 9.00 16.5 .035 19.9 175 .027 .252 0.00 0.29 A-1,5 W->E Ext 173.1 8.00 9.00 16.5 .005 19.9 175 .027 .078 0.33 0.42 E->W Ext 67.3 8.00 9.00 16.5 .002 19.9 175 .027 .030 0.25 0.29 Line B B-1 1 W->E 1 246.4 23.00 9.00 16.5 .003 19.9 175 .027 .112 0.10 0.21 E->W 1 251.2 23.00 9.00 16.5 .003 19.9 175 .027 .114 0.10 0.21 Line C C-1,1 1 W->E Ext 128.4 22.00 9.00 16.5 .001 19.9 175 .027 .058 0.09 0.15 E->W Ext 134.0 22.00 9.00 16.5 .002 19.9 175 .027 .061 0.09 0.15 C-1,2 W->E Ext 195.8 38.00 9.00 16.5 .001 19.9 175 .027 .089 0.06 0.15 E->W Ext 190.4 38.00 9.00 16.5 .001 19.9 175 .027 .086 0.06 0.15 Wall, segment W Gp Dir Srf v b h Bending A Defl Ga kips/ Nail slip Vn en Shear Defl Hold Defl Total Deft pif ft ft sq.in in in lbs in in in in Level 2 Line 1 1-1,1 2 Both Ext 312.8 20.00 8.00 16.5 .003 13.8 179 .029 .182 0.12 0.31 1-1,2 Both Ext 171.2 10.00 8.00 16.5 .003 13.8 179 .029 .099 0.20 0.31 1-1,3 Both Ext 84.8 7.00 8.00 16.5 .002 13.8 179 .029 .049 0.26 0.31 Line 3 3-1,2 1 Both Ext 409.2 7.50 8.00 16.5 .010 19.9 175 .027 .165 0.39 0.56 3-1,3 Both Ext 94.1 3.50 8.00 16.5 .005 19.9 175 .027 .038 0.52 0.56 3-1,4 Both Ext 318.9 6.00 8.00 16.5 .009 19.9 175 .027 .128 0.42 0.56 3-1,5 Both Ext 324.1 5.00 8.00 16.5 .011 19.9 175 .027 .131 0.42 0.56 Line A A-1,2 1 Both Ext 0.0 2.50 8.00 16.5 .000 19.9 175 .027 .000 0.00 0.00 A-1,4 Both Ext 176.0 5.50 8.00 16.5 .006 19.9 175 .027 .071 0.34 0.42 A-1,5 Both Ext 24.8 4.00 8.00 16.5 .001 19.9 175 .027 .010 0.41 0.42 A-1,6 Both Ext 24.8 4.00 8.00 16.5 .001 19.9 175 .027 .010 0.41 0.42 A-1,7 Both Ext 256.1 8.00 8.00 16.5 .006 19.9 175 .027 .103 0.31 0.42 Line C C-1,2 2 Both Ext 127.8 12.00 8.00 16.5 .002 13.8 179 .029 .074 0.16 0.23 C-1,3 Both Ext 37.8 8.00 8.00 16.5 .001 13.8 179 .029 .022 0.21 0.23 C-1,4 Both Ext 37.8 8.00 8.00 16.5 .001 13.8 179 .029 .022 0.21 0.23 C-1,5 Both Ext 227.9 22.00 8.00 16.5 .002 13.8 179 .029 .132 0.10 0.23 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B W Gp - Wall design group defined in Sheathing and Materials tables, where it shows associated Standard Wall. Dir - Force direction Srf - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v - Shear force per unit distance on wall segment using 1.0 Wa = wind load based on serviceability wind speeds from ASCE 7 CC.1.2, Figs. CCI- CC4. For perforated walls, vmax from SDPWS 4.3-9 is used, as per 4.3.2.1 b - Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh /1000 Ga. Ga - Factor x vw/ (Factor x vw/ Gt + 0.75 en), adapted from SDPWS Ex. C4.3.2-1; vw- ASD sheathing capacity; Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials fable; en - Nail slip from SDPWS table C4.2.2D; Vn - Shear force per nail 34 WoodWorks® Shearwalls garyslotl_146th.wsw Dec. 16, 2019 12:55:35 using Factor x vw; Factor = Ps/Pm/0.6 for WSP, 1.0 for other materials; Ps - serviceability wind pressure; Pm - MWFRS wind pressure Hold — Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Tot& deft = Deflection from bending + shear + hold-down, es per SDPWS C4,3.2-1 35 WoodWorks() Shearwalls garyslot1 h. s Dec. 16, 2019 12:55:35 MWFRS HOLD-DOWN DISPLACEMENT (rigid wind design) These displacements are used to determine deflections for force distribution Wall, segment Dir Hold- down Uplift force Ibs Elong/Disp Manuf Add in in da in Slippage Pf Ibs da in Shrink da im Crush+ Extra in Total da in Hold Defl in Level 1 Line 1 1-1,1 S->N HDUS-SDS 5987 .120 .007 0.127 - - .158 0_04 0.32 0.15 N->S HDU5-SDS 60211 .122 .007 0.129 - - .158 0.04 0.33 0.15 1-1,2 Both HDU5-SDS 0 .000 .000 0.000 - _000 0.00 0.00 0.00 1-1,3 S->N HDU5-SDS 2231 .047 .003 0.050 - - .158 0.04 0.25 0.20 N->S HDU5-SDS 2812 .058 .003 0.062 - .158 0.04 0.26 0.21 Line 2 2-1,2 S->N HDU5-SDS 5897 .120 .007 0.127 - - .158 0.04 0.32 0.12 N->S HDU5-SDS 5907 .120 .007 0.127 - .158 0.04 0.32 0.12 Line 3 3-1,2 S->N HDU5-SDS 8265 .168 .010 0.178 - .158 0.04 0.38 0.45 N->S HDU5-SDS 8272 .169 .010 0.178 - .158 0.04 0.38 0.45 3-1,4 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 Line A A-1,1 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 A-1,2 W->E HDU5-SDS 1985 .041 .002 0.044 - - .158 0.04 0.24 0.31 E->W HDU5-SDS 1602 .064 .004 0.068 - .158 0.04 0.27 0.34 A-1,3 W->E HDUS-SDS 108 .000 .000 0.000 - .,000 0.00 0.00 0.00 E->W HOU5-SDS 162 .000 .000 0.000 .000 0.00 0.00 0.00 A-1,4 W->E HDU5-SDS 108 .000 .000 0.000 - .000 0.00 0.00 0.00 E->W HDU5-SDS -1955 .000 .000 0.000 - .158 0.04 0.20 0.44 A-1,5 W->E HDU5-SDS 4317 .084 .005 0.089 - - .158 0.04 0.29 0.32 E->W HDU5-SDS 2583 .089 .005 0.094 - .158 0.04 0.29 0.33 Line B B-1 W->E HDU5-SDS 2273 .046 .003 0.049 - - .158 0.04 0.25 0.10 E->W HDU5-SDS 2317 .047 .003 0.050 - .158 0.04 0.25 0.10 Line C C-1,1 W->E HDU5-SDS 1186 .024 .001 0.026 - - .158 0.04 0.22 0.09 E->W HDU5-SDS 1236 .025 .001 0.027 - .158 0.04 0.22 0.09 C-1,2 W->E HDU5-SDS 1799 .037 .002 0.039 - - .158 0.04 0.24 0.06 E->W HDU5-SDS 3610 .074 .004 0.078 - .158 0.04 0.28 0.07 Wall, segment Dir Hold- down Uplift force Elong .1 Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl Ibs in in in Ibs in in in in in Level 2 Line 1 1-1,1 Both HDU5-SDS 2570 .104 .001 0.106 - - .158 0.04 0.30 0.12 1-1,2 Both HDU5-SDS 1425 .058 .001 0.059 - - .1.58 0.04 0.26 0.21 1-1,3 Both HDU5-SDS 713 .030 .000 0.030 - .158 0.04 0.23 0.26 Line 3 3-1,2 Both HDU5-SDS 3775 .152 .002 0.153 - .158 0.04 0.35 0.37 3-1,3 Both HDU5-SDS 798 .033 .000 0.034 - - .158 0.04 0.23 0.53 3-1,4 Both HDU5-SDS 2848 .116 .001 0.117 - .158 0.04 0.31 0.42 3-1,5 Both EDU5-SDS 2125 .088 .001 0.089 - .158 0.04 0.29 0.46 Line A A-1,2 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 A-1,4 Both HDU5-SDS 1159 .048 .001 0.049 - - .158 0.04 0.25 0.36 A-1,5 Both HDU5-SDS 201 .009 .000 0.009 - .158 0.04 0.21 0.41 A-1,6 Both HDU5-SDS 201 .009 .000 0.009 - .158 0.04 0.21 0.41 A-1,7 Both HDU5-SDS 2419 .096 .001 0.097 - - .158 0.04 0.29 0.29 Line C C-1,2 Both HDU5-SDS 1039 .043 .001 0.044 - - .158 0.04 0.24 0.16 C-1,3 Both HDU5-SDS 327 .013 .000 0.013 - - .L58 0.04 0.21 0.21 C-1,4 Both HDU5-SDS 327 .013 .000 0.013 - - .158 0.04 0.21 0.21 C-1,5 Both HDU5-SDS 1874 .076 .001 0.077 .158 0.04 0.27 0.10 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B Dir - Force direction Uplift force (P) -Accumulated ASD hold-down tension force from overturning, dead and wind uplift. For perforated walls, T from SDPWS 4.3-8 is used for overturning da - Vertical displacements due to the following components: Elong/Disp - Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with = (ASD uplift force / ASD hold-down capacity) x max ASD elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / ( Ab x Es ); 36 WoodWorks® Shearwalls garyslotl_146th.wsw Dec. 16, 2019 12:55:35 Ab — bolt cross -sectional area; Es = steel modulus = 29000000 psi; L=Lb—Lb; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage — Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = ASD uplift force P / number of fasteners Bolts: = Pf/ (270,000 D^1.5) (NDS 11.3.6) ; D = bolt diameter Nails; = en, from SDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (15% fabrication — 10% in-service moisture contents) x Ls Ls = Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra — 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Def./ — Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height b = segment length between openings; h,b values in Deflection table 37 WoodWorks® Shearwalls garyslot1_146th.wsw Dec. 16, 2019 12:55:35 SERVICEABILITY HOLD-DOWN DISPLACEMENT rigid wind design) These displacements are used to determine deflections for storydrift Wall, segment Dir Hold- down Uplift force Ibs Elong/Disp Manuf Add in in da in Slippage Pf lbs da in Shrink da iu Crush+ Extra in Total da in Hold Den in Level 1 Line 1 1-1,1 S->N HDU5-SDS 6029 .123 .007 0.130 - .158 0.04 0.33 0.15 N->S HDU5-SDS 6048 .123 .007 0.130 - .158 0.04 0.33 0.15 1-1,2 Both HDU5-SDS 0 .000 .000 0.000 - - 000 0.00 0.00 0.00 1-1,3 S->N HDU5-SDS 2030 .041 .002 0.044 - 158 0.04 0.24 0.20 N->S HDU5-SDS 2593 .053 .003 0.056 - .158 0.04 0.25 0.21 Line 2 2-1,2 S->N HDU5-SDS 5815 .118 .007 0.125 - - 158 0.04 0.32 0.12 N->S HDU5-SDS 5825 .119 .007 0.126 - .158 0.04 0.32 0.12 Line 3 3-1,2 S->N HDU5-SDS 8151 .166 .010 0.176 - .158 0.04 0.37 0.45 N->S HDU5-SDS 8157 .166 .010 0.176 - - .158 0.04 0.37 0.45 3-1,4 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 Line A A-1,1 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 A-1,2 W->E HDU5-SDS 1753 .036 .002 0.038 - - .158 0.04 0.24 0.30 E->W HDU5-SDS 753 .015 .001 0.016 - - .158 0.04 0.21 0.27 A-1,3 W->E HDU5-SDS 6 .000 .000 0.000 - .000 0.00 0.00 0.00 E->W HDU5-SDS 1 .000 .000 0.000 - .000 0.00 0.00 0.00 A-1,4 W->E HDU5-SDS 6 .000 .000 0.000 - .000 0.00 0.00 0.00 E->W HDU5-SDS -3425 .000 .000 0.000 - .000 0.00 0.00 0.00 A-1,5 W->E HDU5-SDS 4557 .093 .005 0.098 - - .158 0.04 0.30 0.33 E->W HDU5-SDS 1282 .026 .002 0.028 - - .158 0.04 0.23 0.25 Line $ B-1 W->E HDU5-SDS 2242 .046 .003 0.048 - .158 0.04 0.25 0.10 E->W HDU5-SDS 2285 .047 .003 0.049 - - .158 0.04 0.25 0.10 Line C C-1,1 W->E HDU5-SDS 1169 .024 .001 0.025 - - .158 0.04 0.22 0.09 E->W HDU5-SDS 1219 .025 .001 0.026 - .158 0.04 0.22 0.09 C-1,2 W->E HDU5-SDS 1774 .036 .002 0.038 - - .158 0.04 0.24 0.06 E->W HDU5-SDS 3560 .073 .004 0.077 - - .158 0.04 0.27 0.06 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Dell Ibs in in in lbs in in in in in Level 2 Line 1 1-1,1 Both HDU5-SDS 254 .104 .001 0.105 - .158 0.04 0.30 0.12 1-1,2 Both HDU5-SDS 1397 .057 .001 0.058 - - .158 0.04 0.26 0.20 1-1,3 Both HDU5-SDS 693 .028 .000 0.029 - - .158 0.04 0.23 0.26 Line 3 3-1,2 Both HIDU5-SDS 4009 .163 .002 0.165 - - .158 0.04 0.36 0.39 3-1,3 Both HDU5-SDS 747 .030 .000 0.031 - .158 0.04 0.23 0.52 3-1,4 Both HDU5-SDS 2916 .119 .001 0.120 - .158 0.04 0.32 0.42 3-1,5 Both HDU5-SDS 1585 .065 .301 0.065 - - .158 0.04 0.26 0.42 Line A A-1,2 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 A-1,4 Both HDU5-SDS 855 .035 .000 0.035 - - .158 0.04 0.23 0.34 A-1,5 Both HDU5-SDS 164 .007 .000 0.007 - - .158 0.04 0.20 0.41 A-1,6 Both HDU5-SDS 164 .007 .000 0.007 - - .158 0.04 0.20 0.41 A-1,7 Both HDU5-SDS 2637 .107 .001 0.109 - - .158 0.04 0.31 0.31 Line C C-1,2 Both HDU5-SDS 985 .040 .000 0.041 - - .158 0.04 0.24 0.16 C-1,3 Both HDU5-SDS 330 .013 .000 0.014 - .158 0.04 0.21 0.21 C-1,4 Both HDU5-SDS 330 .013 .000 0.014 - - .156 0.04 0.21 0.21 C-1,5 Both HDU5-SDS 1865 .076 .001 0.077 - - .158 0.04 0.27 0.10 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline Dir - Force direction Uplift force (P) -Accumulated hold-down tension force from overturning, dead and wind uplift using load combination D + Wa from ASCE 7 CC.1.2. For perforated walls, T from SDPWS 4.3-8 is used for overtuming Wa = wind load based on serviceability wind speeds from ASCE 7 CC.1.2, Figs,CC1 - CC4 da - Vertical displacements due to the following components: Elong/Disp - Elongation when slippage calculated separately; displacement when combined elongation/slippage used Manuf- Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force / ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. 38 4 WoodWorks® Shearwalls garyslot1_146th.wsw Dec. 16, 2019 12:55:35 Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / (Ab x Es ); Ab — bolt cross -sectional area; Es = steel modulus 29000000 psi; L Lb — Lh; Lb = Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length for given displacemenf/elongation from hold-down database. Slippage — Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = Unfactored uplift force P / number of fasteners Bolts: = Pf / (270,000 DA1.5) (NDS 11,3.6) ; D = bolt diameter Nails: = en, from SDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (15% fabrication — 10% in-service moisture contents) x Ls Ls = Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra — 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl — Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h wall height; b = segment length between openings; h,b values in Deflection table 39 ' WoodWorks® Shearwalls garyslotl_146th.wsw Dec. 16, 2019 12:55:35 STORY DRIFT wind design Level Dir Wall height ft Actual Story Drift (in) Max Line defl Allowable Story Drift hs Drift Ratio ft in 1 9.00 10.00 N<->s 0.55 3 0.24 2.29* E->W 0.29 A 0.24 1.21* W->E 0.29 A 0.24 1.21* 2 8.00 8.00 N<->S 0.56 3 0.19 2.94* E->W 0.42 A 0.19 2.19* W->E 0.42 A 0.19 2.19* Legend: Max defl - Largest deflection for any shearline on level in this direction; refer to Serviceability Deflections table Line - Shearfine with largest deflection on level in this direction hs - Story height = Height of walls plus joist depth between this level and the one above. Drift = Allowable story drift on this level = story height / 500 Ratio - Proportion of allowable story drift experienced, on this level in this direction. Notes: *FAILURE - Story drift on this level is greater than maximum allowed. 40 ' WoodWorks® Shea rwalls garyslotl_146th.wsw Dec. 16, 2019 12:55:35 Out -of -plane Wind Design COMPONENTS AND CLADDING b SHEARLINE Line North -South Shearlines Lev Grp Sheathing (psf] Force Cap Force/ Cap Force End Fastener Withdrawal [lbs] Cap Force/Cap Int End Int Service Cond Factors Temp Moist 1 1 1 34.3 190.6 0.18 22.9 18.5 105.5 0.22 0.18 1.00 1.00 2 2 34.3 190.6 0.18 22.9 18.5 105.5 0.22 0.18 1.00 1.00 3 1 4 34.3 190.6 0.18 22.9 18.5 105.5 0.22 0.18 1.00 1.00 2 1 34.3 190.6 0.18 22.9 18.5 105.5 0.22 0.18 1.00 1.00 East-West Sheathing [psi] Fastener Withdrawal Ilbs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 34.3 190.6 0.18 22.9 18.5 105.5 0.22 0.18 1.00 1.00 2 1 34.3 190.6 0.18 22.9 18.5 105.5 0.22 0.18 1.00 1.00 C 1 1 34.3 190.6 0.18 22.9 18.5 105.5 0.22 0.18 1.00 1.00 2 2 34.3 190.6 0.18 22.9 18.5 105.5 0.22 0.18 1.00 1.00 Legend: Grp - Wall Design Group ( results for all design groups for rigid, flexible design listed for each wall ) Sheathing: Force - C&C end zone exterior pressures using negative (suction) coefficient in ASCE 7 Figure 30.4-1 added to interior pressure using coefficients from Table 26.11-1 Cap - Out -of -plane capacity of exterior sheathing from SDPWS Table 3.21, factored for ASD and load duration, .and assuming continuous over 2 spans Fastener Withdrawal: Force - Force tributary to each nail in end zone and interior zone Cap - Factored withdrawal capacity of individual nail according to NDS 12.2-3 41 ' WoodWorks® Shearwalls garyslotl_146th.wsw :Dec. 16, 2019 12:55:35 Flexible Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Ohs] Area iscl•ri Story Shear fibs) E-W N-S Diaphragm Force Fpx Ohs) E-W N-S 2 90290 2925.0 9929 9929 9929 4929 1 99354 2925.0 3351 3351 5922 5922 All 89644 - 8275 8275 - - Legend: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear — Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.60; Ev = 0.120 D unfactored; 0.084 D factored; total dead load factor: 0.6 - 0.084 = 0.516:tension, 1.0 + 0.084 = 1.084 compression. 42 WoodWorks® Shearwalls garyslot1_146th.wsw Dec. 16, 2019 12:55:35 SHEAR RESULTS (flexible seismic design) N-S Shearlines W Gp For Dir ASOShearForce[plf] v vmax V ribs] Asp -Cub Int Ext Int AhowableShearpg Ext Co C Cmb V [lbs] Resp. Ratio Line 1 Level 2 Ln1, Lev2 - Both - - 1723 - - - - 9620 - Wall 1-1 2 Both - - 1723 - 1.0 - 260 - 9620 - Seg. 1 - Both 82.2 - 1645 1.0 - 260 - 260 5200 0.32 Seg. 2 Both 7.8 78 - 1.0 - 260 - 260 2600 0.03 Seg. 3 Both 0.0 0 1.0 260 260 1820 0.00 Level 1 Ln1, Levi - Both - 2524 - - - - - 13680 - Wall 1-1 1 Both - 2524 - 1.0 380 - - 13680 - Seg. 1 - Both 109.6 - 2192 1.0 - 380 - 380 7600 0.29 Seg. 2 Both 0.0 - 0 - 1.0 - 380 380 1900 0.00 Seg. 3 - S->N 30.1 - 332 - 1.0 - 380 - 380 4180 0.08 - N->S 30.1 - 331 - 1.0 - 380 380 4180 0.08 Line 2 Ln2, Levi - Both - - 1010 - - - - 11760 - Wall 2-1 3 Both - - 1010 - 1.0 490 - - 11760 - Seg. 1 - Both 0.0 - 0 - 1.0 490 490 - - Seg. 2 - Both 42.1 - 1010 - 1.0 - 490 - 490 11760 0.09 Line 3 Level 2 Ln3, Lev2 - Both - - 1723 - - - - - 8313 - Wall 3-1 1 Both - - 1723 - 1.0 - 380 - - 8313 - Seg. 1 - Both 0.0 - 0 - 1.0 - 380 - 380 - - Seg. 2 - Both 138.9 - 1042 - 1.0 - 380 - 380 2850 0.37 Seg. 3 Both 0.0 - 0 - .96 - 366 - 366 1283 0.00 Seg. 4 Both 82.6 - 496 - 1.0 - 380 - 380 2280 0.22 Sea. 5 - Both 37.2 186 - 1.0 380 - 380 1900 0.10 Level 1 Ln3, Lev1 - Both - - 2259 - - - - - - 9923 Wall 3-1 4 Both - - 2259 1.0 1.0 490 490 - A - 9923 Seg. 1 - Both 0.0 - 0 1.0 1.0 490 490 980 - - Seg. 2 - Both 301.2 - 2259 1.0 1.0 490 490 - 980 7350 0.31 Seg. 3 - Both 0.0 - 0 1.0 1.0 490 490 - 980 - - Seg. 4 - Both 0.0 - 0 .88 .88 429 429 - 858 2573 0.00 E-W W For ASD Shear Force [plf] Asp -Cub Allowable Shear [plf] Resp. Shearlines Gp Dir v vmax V [Ws] Int Ext Int Ext Co C Cmb V [lbs] Ratio Line A Level 2 LnA, Lev2 - Both - 1723 - - - - - 8978 - Wall A-1 1 Both - 1723 - 1.0 380 - - 8978 - Seg. 1 - Both 0.0 0 - 1.0 - 380 - 380 - - Seg. 2 - Both 0.0 0 - .85 - 323 - 323 808 0.00 Seg. 3 - Both 0.0 - 0 - 1.0 - 380 - 380 - - Seg. 4 - Both 69.7 - 383 - 1.0 - 380 - 380 2090 0.18 Seg. 5 - Both 0.0 - 0 - 1.0 380 - 380 1520 0.00 Seg. 6 Both 0.0 0 1.0 - 380 - 380 1520 0.00 Seg. 7 - Both 167.4 - 1339 - 1.0 380 - 380 3040 0.44 Level 1 LnA, Levi - Both - 2307 - - - - - - 9643 - Wail A-1 1 Both - - 2307 - 1.0 380 - - 9643 - Seg. 1 - Both 0.0 0 - .88 333 - 333 998 0.00 Seg. 2 - W->E 157.2 1100 - 2.0 380 - 380 2660 0.41 - E->W 145.7 - 1020 - 1.0 - 380 - 380 2660 0.38 Seg. 3 - Both 0.0 - 0 - .97 - 368 - 368 1473 0.00 Seg. 4 Both 0.0 - 0 - .97 - 368 - 368 1473 0.00 Seg. 5 - W->E 150.9 - 1207 - 1.0 - 380 - 380 3040 0.40 - E->W 160.9 - 1287 1.0 - 380 - 380 3040 0.42 Line B LnB, Levi. - Both - - 925 - - - - - - 8740 - Wall B-1 1 Both 40.2 - 925 - 1.0 - 380 - 380 8740 0.11 Line C Level 2 LnC, Lev2 - Both - - 1723 - - - - - - 13000 - Wall C-1 2 Both - - 1723 - 1.0 - 260 - - 13000 - Seg. 1 - Both 0.0 - 0 - 1.0 - 260 - 260 - - Seg. 2 - Both 12.3 - 148 - 1.0 - 260 260 3120 0.05 Seg. 3 - Both 0.0 - 0 - 1.0 - 260 260 2080 0.00 Seg. 4 Both 0.0 - 0 - 1.0 260 - 260 2080 0.00 Seg. 5 - Both 71.6 - 1575 1.0 - 260 260 5720 0.28 43 WoodWorks® Shearwalls garyslot1_146th.wsw Dec. 16, 2019 12:55:35 SHEAR RESULTS (flexible seismic design, continued) Level 1 LnC, Levl Wall C-1 Seg. 1 Seg. 2 Both - - 2560 Both - - 2560 W->E 16.9 - 371 E->W 17.5 - 385 W->E 57.6 - 2189 E->W 57.2 2175 1.- 0 1.0 1.0 1.0 1.0 38- 0 380 380 380 380 - 22800 - 22800 380 8360 380 8360 380 14440 380 14440 0.04 0.05 0.15 0.15 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of seismic force along shearfine. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V- ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub - For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment Aspect Ratio Factor from SDPWS 4.3,4.2. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co, V - Total factored shear capacity of shearline, wall or segment. Crit Resp - Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterior 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. 44 WoodWorks® Shearwalls garyslotl_146th.wsw Dec. 16, 2019 12:55:35 HOLD-DOWN DESIGN (flexible seismic design 'Level1 Line- Wall Posit'n Location [ft] X Y Shear Tensile ASD Holddown Force [lbs] Dead Ev Cmb'd Cap Hold-down [Ms] Crit Resp. Line 1 1-1 L End 0.00 0.12 1665 1665 HDU5-SDS2. 5645 0.29 1-1 L Op 1 0.00 19.88 1665 1665 HDU5-SDS2. 5645 0.29 V Elem 0.00 25.13 64 64 Refer to upper level 1-1 R Op 2 0.00 34.13 278 278 HDUS-SD32. 5645 0.05 V Elem 0.00 34.88 64 64 Refer to upper level 1-1 R End 0.00 44.88 278 278 HDU5-SDS2. 5645 0.05 Line 2 2-1 R Op 1 42.00 21.13 383 383 HDU5-SDS2. 5645 0.07 2-1 R End 42.00 44.88 383 383 HDU5-SDS2. 5645 0.07 Line 3 3-1 R Op 1 65.00 4.62 3953 3953 HDU5-SDS2. 5645 0.70 3-1 L Op 2 65.00 11.88 3953 3953 HDU5-SDS2. 5645 0.70 V Elem 65.00 16.88 182 182 Refer to upper level V Elem 65.00 42.13 131 131 Refer to upper level V Elem 65.00 44.88 313 313 Refer to upper level Line A A-1 R Op 1 13.13 0.00 1467 1467 HDU5-SDS2. 5645 0.26 V Elem 14.63 0.00 584 584 Refer to upper level A-1 L Op 2 19.88 0.00 1944 1944 HDU5-SDS2. 5645 0.34 A-1 R Op 4 57.13 0.00 2784 2784 HDU5-SDS2. 5645 0.49 A-1 R End 64.88 0.00 2877 2877 HDU5-SDS2. 5645 0.51 Line B B-1 L End 42.13 16.50 366 366 HDU5-SDS2. 5645 0.06 B-1 R End 64.88 16.50 366 366 HDU5-SDS2. 5645 0.06 Line C C-1 L End 0.12 45.00 153 153 HDU5-SDS2. 5645 0.03 V Elem 3.13 45.00 101 101 Refer to upper level V Elem 14.88 45.00 101 101 Refer to upper level C-1 L Op 1 21.88 45.00 159 159 HDU5-SDS2. 5645 0.03 C-1 R Op 1 27.13 45.00 522 522 HDU5-SDS2. 5645 0.09 V Elem 43.13 45.00 579 579 Refer to upper level C-1 R End 64.88 45.00 1098 1098 HDU5-SDS2. 5645 0.19 Level 2 Tensile ASD Line- Location ift1 Holddown Force [Ws] Cap Crit Wall Postrn X Y Shear Dead Ev Cmb'd Hold-down fibs) Resp. Line 1 1-1 L End 0.00 0.12 666 666 HDU5-SDS2. 5645 0.12 1-1 L Op 1 0.00 19.88 666 666 HDU5-SDS2. 5645 0.12 1-1 R Op 1 0.00 25.13 64 64 HDU5-SDS2. 5645 0.01 1-1 L Op 2 0.00 34.88 64 64 HDU5-SDS2. 5645 0.01 Line 3 3-1 R Op 1 65.00 4.62 1149 1149 HDU5-SDS2. 5645 0.20 3-1 L Op 2 65.00 11.88 1149 1149 HDU5-SDS2. 5645 0.20 3-1 R Op 3 65.00 28.13 690 690 HDU5-SDS2. 5645 0.12 3-1 L Op 4 65.00 33.87 690 690 HDU5-SDS2. 5645 0.12 3-1 R Op 4 65.00 40.12 313 313 HDU5-SDS2. 5645 0.06 3-1 R End 65.00 44.88 313 313 HDU5-SDS2. 5645 0.06 Line A A-1 R Op 3 14.63 0.00 584 584 HDU5-SDS2. 5645 0.10 A-1 L Op 4 19.88 0.00 584 584 HDU5-SDS2. 5645 0.10 A-1 R Op 6 57.13 0.00 1363 1383 HDU5-SDS2. 5645 0.24 A-1 R End 64.68 0.00 1383 1383 HDU5-SDS2. 5645 0.24 Line C C-1 R Op 1 3.13 45.00 101 101 HDU5-SDS2. 5645 0.02 C-1 L Op 2 14.88 45.00 101 101 HDU5-SDS2. 5645 0.02 C-1 R Op 4 43.13 45.00 579 579 HDU5-SDS2. 5645 0.10 C-1 R End 64.88 45.00 579 579 HDU5-SDS2. 5645 0.10 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View 45 WoodWorks® Shearwalls garyslotl_146th.wsw Dec. 16, 2019 12:55:35 Hold-down Forces: Shear — Seismic shear overturning component, factored for ASD by 0.7. For perforated walls, T from SDPWS 4.3-8 is used Dead — Deed toed 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 = 0.140 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 tor 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 Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0,7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for factor Co, and shearfine dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. Shearwalls does not check for either plan or vertical structural irregularities. 46 WoodWorks® Shearwalls garyslot1_146th.wsw Dec. 16, 2019 12:55:35 4. DRAG STRUT FORCES (flexible seismic design) Level 1 Line- Wall Position on Wall or Opening Location[ft] X Y Drag Strut Fonmpbs) --> <-- Line 1 1-1 Left Opening 1 0.00 20.00 1071 1071 1-1 Right Opening 2 0.00 34.00 285 285 Line 2 2-1 Right Opening 1 42.00 21.00 471 471 Line 3 3-1 Right Opening 1 65.00 4.50 226 226 3-1 Left Opening 2 65.00 12.00 1656 1656 Line A A-1 Right Opening 1 13.00 0.00 461 461 A-1 Left Opening 2 20.00 0.00 390 310 A-1 Right Opening 4 57.00 0.00 923 1004 Line B B-1 Left Wall End 42.00 16.50 598 598 Line C C-1 Left Opening 1 22.00 45.00 496 481 C-1 Right Opening 1 27.00 45.00 692 678 Level 2 Drag Strut Line- Position on Wall Location [ft] Force [lbs) Wall or Opening X Y --> <- Line 1 1-1 Left Opening 1 0.00 20.00 879 879 1-1 Right Opening 1 0.00 25.00 688 688 1-1 Left Opening 2 0.00 35.00 363 383 Line 3 3-1 Right Opening 1 65.00 4.50 172 172 3-1 Left Opening 2 65.00 12.00 582 582 3-1 Right Opening 3 65.00 28.00 31 31 3-1 Left Opening 4 65.00 34.00 235 235 3-1 Right Opening 4 65.00 40.00 5 5 Line A A-1 Right Opening 3 14.50 0.00 384 384 A-1 Left Opening 4 20.00 0.00 147 147 A-1 Right Opening 6 57.00 0.00 1128 1128 Line C C-1 Right Opening 1 3.00 45.00 80 BO C-1 Left Opening 2 15.00 45.00 250 250 C-1 Right Opening 4 43.00 45.00 992 992 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in wails 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 For perforated walls, shearline force is vmax from 4.3.6.4.1.1. Includes 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 47 ' WoodWorks® Shearwalls garyslotl_146th.wsw Dec. 16, 2019 12:55:35 DEFLECTION (flexible seismic design) Wall, segment W Gp Dir Srf v pif b ft h ft Bending A Defl sq.in in Ga kips/ in Nail slip Vn en lbs in Shear Deft in Hold Defl in Total Defl in Level 1 Line 1 1-1,1 1 Both Ext 156.6 20.00 9.00 16.5 .002 19.4 177 .028 .073 0.11 0.19 1-1,2 Both Ext 0.0 5.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 1-1,3 Both Ext 43.1 11.00 9.00 16.5 .001 19.4 177 .028 .020 0.17 0.19 Line 2 2-1,2 3 Both 1 60.1 24.00 9.00 16.5 .001 25.2 172 .025 .021 0.08 0.10 Line 3 3-1,2 4 Both Both 430.2 7.50 9.00 16.5 .014 25.2 172 .025 .077 0.38 0.47 3-1,4 Both Both 0.0 3.00 9.00 16.5 .000 25.2 172 .025 .000 0.00 0.00 Line A A-1,1 1 Both Ext 0.0 3.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 A-1,2 W->E Ext 224.6 7.00 9.00 16.5 .008 19.4 177 .028 .104 0.31 0.42 E->W Ext 208.1 7.00 9.00 16.5 .008 19.4 177 .028 .096 0.33 0.43 A-1,3 Both Ext 0.0 4.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 A-1,4 Both Ext 0.0 4.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 A-1,5 W->E Ext 215.6 8.00 9.00 16.5 .007 19.4 177 .028 .100 0.32 0.42 E->W Ext 229.9 8.00 9.00 16.5 .007 19.4 177 .028 .106 0.32 0.43 Line B B-1 1 Both 1 57.5 23.00 9.00 16.5 .001 19.4 177 .028 .027 0.08 0.11 Line C C-1,1 1 W->E Ext 24.1 22.00 9.00 16.5 .000 19.4 177 .028 .011 0.08 0.09 E->W Ext 25.0 22.00 9.00 16.5 .000 19.4 177 .028 .012 0.08 0.09 C-1,2 W->E Ext 82.3 38.00 9.00 16.5 .001 19.4 177 .028 .038 0.05 0.09 E->W Ext 81.8 38.00 9.00 16.5 .001 19.4 177 .028 .038 0.05 0.09 Wall, segment W Gp Dir Srt v b h Bending A Defl Ga kips/ Nail slip Vn en Shear Defl Hold Defl Total Defl plf ft ft sq.in in in lbs in in in in Level 2 Line 1 1-1,1 2 Both Ext 117.5 20.00 8.00 16.5 .001 13.4 182 .030 .070 0.09 0.17 1-1,2 Both Ext 11.2 10.00 8.00 16.5 .000 13.4 182 .030 .007 0.16 0.17 1-1,3 Both Ext 0.0 7.00 8.00 16.5 .000 13.4 182 .030 .000 0.00 0.00 Line 3 3-1,2 1 Both Ext 198.4 7.50 8.00 16.5 .005 19.4 177 .028 .082 0.28 0.37 3-1,3 Both Ext 0.0 3.50 8.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 3-1,4 Both Ext 118.0 6.00 8.00 16.5 .003 19.4 177 .028 .049 0.32 0.37 3-1,5 Both Ext 53.2 5.00 8.00 16.5 .002 19.4 177 .028 .022 0.34 0.37 Line A A-1,2 1 Both Ext 0.0 2.50 8.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 A-1,4 Both Ext 99.6 5.50 8.00 16.5 .003 19.4 177 .028 .041 0.34 0.38 A-1,5 Both Ext 0.0 4.00 8.0C 16.5 .000 19.4 177 .028 .000 0.00 0.00 A-1,6 Both Ext 0.0 4.00 8.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 A-1,7 Both Ext 239.2 8.00 8.00 16.5 .005 19.4 177 .028 .098 0.28 0.38 Line C C-1,2 2 Both Ext 17.6 12.00 8.00 16.5 .000 13.4 182 .030 .010 0.14 0.15 C-1,3 Both Ext 0.0 8.00 8.00 16.5 .000 13.4 182 .030 .000 0.00 0.00 C-1,4 Both Ext 0.0 8.00 8.00 16.5 .000 13.4 182 .030 .000 0.00 0.00 C-1,5 Both Ext 102.3 22.00 8.00 16.5 .001 13.4 182 .030 .061 0.08 0.15 Legend: Wall, segment - Wall and segment between openings, e.g. B-3, 2 = second segment on Wall 3 on Shearline B W Gp - Wall design group, refer to Sheathing and Framing Materials Dir - Force direction Srf - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v - Unfactored (strength-leve0 shear force per unit distance on wall segment = ASD force/0.70. For perforated wafis, vmax from SDPWS 4.3-9 is used, as per 4.3.2.1 b - Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A - Cross sectional area of segment end stud(s); E- stud mod. of elasticity in Framing Materials table Shear = vh / 1000 Ga. Ga - 1.4 vs / (1.4 vs / Gt + 0.75 en) from SDPWS Ex. C4.3.2-1; vs - ASD sheathing capacity; Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials fable; en - Nail slip from SDPWS table C4.2.2D; Vn - Shear force per nail along panel edge using 1.4 vs Hold - Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total defl = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 48 ` Woo� U0".������..,=� ���������D ~� � HOLD-DOWN DISPLACEMENT (flexible seismic design Wall, segment Dir *old' down upnu force |bs slong/misp Mamf Add in in da in Slippage Pf fus ma in Shrink ua in Cmusn+ Extra in Total da in Hold Deft in Level I Line 1-1,1 1-1'2 1-1,3 Line 2-1,2 Line 3-1,2 3-1,4 Line A x-1,1 A-1,2 n-z,s x-1,4 y Line B-1 Line c-1,1 c-1,2 Both Both Both Both Both Both Both w->E o-nv W-/u s-rw *->o E->w w-,E E-nw Both w-,E o->w «+/E o-nw nmos-oox n000-sox xowu-aoo acmu-Sox acm5-oos nouo-ooa xous-ooa onoo-aoo uons-000 xoos-aoo 14oms-000 xoos-aoa u000-000 xoos-xoo yous-Soa 000s-uos oous-000 xouo-000 xoou-eoo noms-opr eare o sos 547 5648 o o 2096 cno o 1 o z 3e78 4111 scs 219 e28 745 1568 .047 'oou .ono 'oou .000 .oun .011 .001 zo .007 .ono .000 .00v .uon .o^z .002 .054 .00a .000 .ouo .ouo .nou .ono .non .000 .000 .078 .onv .081 'nun .ozn .001 .004 .noo .004 .uoo .015 .001 .031 .onz 0.049 0.000 0.008 0.011 0.117 0.000 0.000 0.044 0.058 0,000 0.000 0.000 0.000 0.083 0.085 0.011 0.005 0.005 0.015 0.033 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - '158 .noo �na .zuo .zoo .000 .von .158 .z»o .000 _unn .onn .non .158 .158 .z:o .158 .158 .158 zua 0.04 0.00 o.o^ 0.04 0.04 0.00 0.00 o.u« 0.04 0.00 0.00 0,00 0.00 0'04 0.04 n.o* 0.04 0.04 0.04 n.o^ 0.25 0.00 0.21 0.21 0.31 0.00 0.00 o.c* o.c* 0.00 0.00 0.00 0.00 0.28 0.28 0.21 0.20 0.20 0.21 0.23 0.11 0.00 0.17 0.08 0.38 0.00 0.00 0.31 n.»» 0.00 0.00 0.00 0.00 0.32 0.32 0.08 0.08 0.08 0.05 0.05 VVaU, segment m/r Hold- down mFan, xvpca |bm Ekmng/P|sp manu, Add in in ua in Slippage P; vum mw in Shrink da in Cmsn+ Extra in Total ua in Hold Deft in Level u Line I 1-1,1 1-1,2 z-z,a Line 3-1,2 3-1,3 3-1,4 a-z,u Line x-1,2 A-z'« A-z,o x-1,6 n-1,7 Line C c-1,x c-1,a c-1,4 u-z,o Both Both Both Both Both Both Both Both avto Both Both Both Both Both Both Both unn5-ooS Hoox-aos oon5-oox Hcm5-000 HnU5-Son auoo-000 xnnx-000 aoon-uon uonu-SoS 0000-oon Hon5-uDo x000-Sou Hrms-omo Hoo5-oDx non5-aos Hoo5-aoo e52 92 o 1642 u oos 448 u 834 z z 1*/5 144 o u nzx osr onn .00« .noo .nno nno .064 .onz .noo CIO .u»y .ono .oza nno .uoo .noo .naa .ono .unn .nnn .nnu .non .077 .nuz .nos .nnn .noo .00n .oun .nnn .osu .000 n.usa 0.004 0.000 0.065 0.000 0.039 n'uzo 0.000 n'oaa 0.000 0.000 0.078 0.006 0.000 0.000 o.o»» - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - .158 .158 .nov .zzn .000 .158 .158 .ouu .158 .ouu .uov .roo .158 .onn .onu .158 o.o« 0.04 0.00 0'04 0.00 n.n« o.n^ 0.00 o.o« 0.00 0.00 0.04 0.04 0.00 0.00 0.04 0.24 0.20 0.00 0.26 0.00 0.24 0.22 0.00 0.23 0.00 0.00 0.28 0.20 0.00 0.00 0.23 0.09 0.16 0.00 0.2e 0.00 0.32 0.34 0.00 0.34 0.00 0.00 0.28 0.1* 0.00 0.00 0.08 Wall, segment - Wall and segment between openings, e.g a�3,2=second segment onWall 3ov3headinpB Dir - Force direction Uplift force accumulated hold-down tension force from overturning, dead andwind uplift. For perforated walls, rfrom ODPNS 4.3-8 is used for overturning da - Vertical displacements due to the following components: ElonglDisjo - Elongation when slippage calculated separately displacement when combined elongation1slippage used Manuf - Using manufacturer's value for anchor bolt length, or no boll, contribution for connector -only elongation. Unless marked with * = (ASD uplift force IASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements tbr lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. A dd - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL Ab x Es Ab - bolt cross -sectional area; Em~steel modulus ~29VV000Vput L~Lb-Lt, Lb~ Total bolt length shown in Storey Information table; Lh = Manufacturer's anchor bolt length forgiven displacementlelongation from hold-down database. 49 WoodWorkse Shearwalls garyslotl_146th.wsw Dec. 16, 2019 12:55:35 Slippage — Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf = ASD uplift force P / number of fasteners Bolts: = Pf/ (270,000 041.5) (NDS 11.3.6) ; D = bolt diameter Nails: = en, from SDPWS Table C4.2.20 using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (15% fabrication — 10% in-service moisture contents) x Ls Ls = Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra — 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl — Horizontal deflection = hib x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table 50 Wood arks ShearwaHs garyslot1_146th.wsw Dec. 16, 2019 12:55:35 STORY DRIFT (flexible seismic design Level Dir Wall - height ft Max dxe Line Actual Story Drift (in) Max Center dx of Mass C of M dxe C of M dx hsx ft Allowable Story Drift Delta a Ratio in Max C of M 1 9.00 10.00 3.00 N<->S 0.47 3 1.88 32.91 0.12 0.48 0.63 0.16 E<->W 0.43 A 1.73 22.55 0.11 0.42 0.58 0.14 2 8.00 8.00 2.40 N<->S 0.37 3 1.47 32.50 0.27 1.07 0.61 0.45 E<->W 0.38 A 1.52 22.50 0.26 1.05 0.63 0.44 ASCE 7 Eqn. 12.8-15: dx = dxe x Cd / le Deflection amplification factor Cd from Table 12.2-1 = (E-W), 4.0 (N-S) Importance factor le = 1.00 Legend: Max dxe - Largest deflection for any shim/line on level in this direction; refer to Deflections table Line - Shearline with largest deflection on level in this direction hsx - Story height in ASCE Table 12.12-1 = Height of walls plus joist depth between this level and the one above. Max dx - Largest amplified deflection on level in this direction using ASCE 7 Eq'n 12,8-15 C of M dxe - Deflection at the center of mass of this level; from interpolating deflections at adjacent shearlines. C of M dx - Amplified deflection at center of mass using Eq'n 12.8-15. Does not include differences between top and bottom diaphragm deflection. Delta a = Allowable story drift on this level from ASCE 7 Table 12.12-1 Ratio - Proportion of allowable story drift experienced, on this level in this direction. 51 WoodWorks® Shearwalls garyslotl_146th.wsw Dec. 16, 2019 12:55:35 Rigid Diaphragm Seismic Design SEISMIC INFORMATION Level Mass ribs] Area Isq.ft] Story Shear ribs] E-W N-S Diaphragm Force IFpx ribs] E-W N-S 2 40290 2925.0 4924 4924 4924 9924 1 99354 2925.0 3351 3351 5922 5922 All 89644 - 8275 8275 - - Legend: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear — Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. On at least one level and force direction, a torsional irregularity was detected and torsional amplification factor Ax applied according to 12.8.4.3. Refer to the Torsional Analysis section of the Log File output for the values of Ax. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.60; Ev = 0.120 D unfactored; 0.084 D factored; total dead load factor: 0.6 - 0.084 = 0.516 tension, 1.0 + 0.084 = 1.084 compression. 52 • WoodWorks® Shearwalls garyslotl_146th.wsw Dec. 16, 2019 12:55:35 SHEAR RESULTS (ri id seismic des' n N-S Shearlines W Gp For Dir ASDShearForce pig v vmax V[lbs] Asp -Cub Int Ext Int AllowableShear [plq Ext Co C Cmb V[lbs1 Resp. Ratio Line 1 Level 2 Ln1, Lev2 - Both - - 2101 - - - - - - 9620 - Wall 1-1 2 Both - - 2101 - 1.0 - 260 - - 9620 - Seg. 1 - Both 97.7 - 1954 - 1.0 - 260 - 260 5200 0.38 Seg. 2 - Both 14.7 - 147 - 1.0 - 260 - 260 2600 0.06 Seg. 3 - Both 0.0 - 0 - 1.0 - 260 - 260 1820 0.00 Level 1 Ln1, Levl - S->N - 2233 - - - - - - 13680 - - N->S - - 2232 - - - - - - 13680 - Wa11 1-1 1 ->N - - 2233 - 1.0 - 380 - - 13680 - 1 N->S - - 2232 - 1.0 - 380 - - 13680 - Seg. 1 - S->N 103.3 2066 - 1.0 - 380 380 7600 0.27 - N->S 103.3 - 2065 - 1.0 380 - 380 7600 0.27 Seg. 2 - Both 0.0 - 0 - 1.0 - 380 - 380 1900 0.00 Seg. 3 - Both 15.2 - 167 - 1.0 - 380 - 380 4180 0.04 Line 2 Ln2, Levl - S->N - - 3350 - - - - - - 11760 - - N->S - - 3352 - - - - - 11760 - 2-1 3 S->N - - 3350 - 1.0 - 490 - - 11760 - 3 N->S - - 3352 - 1.0 490 - - 11760 - Seg. 1 - Both 0.0 - 0 - 1.0 - 490 - 490 - - Seg. 2 - S->N 139.6 - 3350 - 1.0 - 490 - 490 11760 0.28 - N->S 139.7 - 3352 - 1.0 490 - 490 11760 0.29 Line 3 Level 2 Ln3, Lev2 - Both - - 1652 - - - - - 8313 - Wall 3-1 1 Both - - 1652 - 1.0 - 380 - 8313 - Seg. 1 - Both 0.0 - 0 - 1.0 - 380 - 380 - - Seg. 2 - Both 137.0 - 1027 - 1.0 - 380 380 2850 0.36 Seg. 3 - Both 0.0 - 0 - .96 - 366 - 366 1283 0.00 Seg. 4 - Both 78.3 - 470 - 1.0 - 380 - 380 2280 0.21 Seg. 5 - Both 30.9 - 155 - 1.0 - 380 - 380 1900 0.08 Level 1 Ln3, Levl - S->N 752 - - - - 9923 - - N->S - - 753 - - - - - 9923 - Wall 3-1 4 S->N - - 752 1.0 1.0 490 490 - A - 9923 - 4 N->S - - 753 1.0 1.0 490 490 - A - 9923 - Seg. 1 - Both 0.0 - 0 1.0 1.0 490 490 - 980 - - Seg. 2 - S->N 100.2 - 752 1.0 1.0 490 490 - 980 7350 0.10 - N->S 100.4 - 753 1.0 1.0 490 490 - 980 7350 0.10 Seg. 3 - Both 0.0 - 0 1.0 1.0 490 490 980 Seg. 4 Both 0.0 - 0 .88 .88 429 429 - 858 2573 0.00 E-W W For ASD Shear Force [pH] Asp -Cub Allowable Shear [pH) Resp. Shearlines Gp Dir v vmax V IIbs1 tntExt n Ext Co C Cmb V [lbsj Ratio ne A Level 2 LnA, Lev2 - Both - - 1142 - - - - - 8978 - Wall A-1 1 Both - - 1142 - 1.0 - 380 - 8978 - Seg. 1 - Both 0.0 - 0 1.0 380 - 380 - - Seg. 2 - Both 0.0 - 0 - .85 - 323 - 323 808 0.00 Seg. 3 - Both 0.0 - 0 - 1.0 - 380 - 380 - - Seg. 4 - Both 29.6 - 163 - 1.0 - 380 - 380 2090 0.08 Seg. 5 - Both 0.0 - 0 - 1.0 - 380 - 380 1520 0.00 Seg. 6 - Both 0.0 - 0 1.0 - 380 - 380 1520 0.00 Seg. 7 - Both 122.4 - 979 - 1.0 - 380 - 380 3040 0.32 Level 1 LnA, Levl W->E - - 1030 - - - - - 9643 - E->W 1024 - - - - 9643 Wall A-1 1 W->E - - 1030 - 1.0 - 380 - - 9643 - 1 E->W - - 1024 1.0 - 380 - 9643 - Seg. 1 - Both 0.0 - 0 - .88 - 333 - 333 998 0.00 Seg. 2 - W->E 67.5 - 473 - 1.0 - 380 - 380 2660 0.18 - E->W 62.3 - 436 - 1.0 - 380 - 380 2660 0.16 Seg. 3 Both 0.0 - 0 .97 368 - 368 1473 0.00 Seg. 4 - Both 0.0 - 0 - .97 368 - 368 1473 0.00 Seg. 5 - W->E 69.7 - 557 1.0 380 - 380 3040 0.18 E->W 73.6 - 588 - 1.0 380 - 380 3040 0.19 Line B LnB, Levl - W->E - - 1884 - - - - - 8740 - 53 WoodWorks® Shearwalls garyslotl_146th.wsw Dec. 16, 2019 12:55:35 SHEAR RESULTS (rigid seismic design, continued) Wall B-I 1 1 Line C Level 2 LnC, Lev2 Wall C-1 2 Seg. 1 - Seg. 2 Seg. 3 Seg. 4 Seg. 5 Level 1 LnC, Levl Wall C-1 1 1 Seg. 1 Seg. 2 - E->W - W->E 81.9 E->W 82.9 1906 1884 1906 Both - - 2991 Both - - 2441 Both 0.0 - 0 Both 29.8 - 358 Both 0.0 - 0 Both 0.0 - 0 Both 94.7 - 2083 W->E - - 3354 E->W - - 3333 W->E - - 3354 E->W - - 3333 W->E 22.2 - 488 E->W 29.0 - 639 W->E 75.4 - 2866 E->W 70.9 - 2694 J 380 380 - 8740 380 8740 380 8740 - - - - - 13000 1.0 - 260 - 13000 1.0 - 260 - 260 - 1.0 - 260 - 260 3120 1.0 - 260 - 260 2080 1.0 - 260 - 260 2080 1.0 260 - 260 5720 - - 22800 - - - - - 22800 1.0 380 - - 22800 1.0 - 380 - - 22800 1.0 - 380 380 8360 1.0 - 380 - 380 8360 1.0 - 380 - 380 14440 1.0 - 380 - 380 19440 0.2- 2 0.22 0.11 0.00 0.00 0.36 0.06 0.08 0.20 0.19 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of seismic force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub - For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment: Aspect Ratio Factor from SDPWS 4.3.4.2. Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3.-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V - Total factored shear capacity of sheariine, wall or segment. Crit Resp - Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterior 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. 54 WoodWorks® Shearwalls garyslotl_146th.wsw Dec. 16, 2019 12:55:35 HOLD-DOWN DESIGN (rigid seismic design) Level 1 Line- Wall Posit'n Location [ft] X Y Shear Tensile ASO Holdldown Force [lbs] Dead Ev Cmb'd Cap Hold-down [lbs] Crit Resp. Line 1 1-1 L End 0.00 0.12 1680 1680'HDU5-SDE2. 5645 0.30 1-1 L Op 1 0.00 19.88 1680 1680 HDU5-SDS2. 5645 0.30 V Elem 0.00 25.13 143 143 Refer tc upper level 1-1 R Op 2 0.00 34.13 216 216 HDU5-SDS2. 5645 0.04 V Elem 0.00 34.88 143 143 Refer to upper level 1-1 R End 0.00 44.88 216 216 HDU5-SDS2. 5645 0.04 Line 2 2-1 R Op 1 42.00 21.13 1269 1269 HDU5-SDS2. 5645 0.22 2-1 R End 42.00 44.88 1270 1270 HDU5-SDS2. 5645 0.22 Line 3 3-1 R Op 1 65.00 4.62 2042 2042 HDU5-SDS2. 5645 0.36 3-1 L Op 2 65.00 11.68 2044 2044 HDU5-SDS2. 5645 0.36 V Elem 65.00 16.88 173 173 Refer to upper level V Elem 65.00 42.13 119 119 Refer tc upper level V Elem 65.00 44.88 292 292 Refer to upper level Line A A-1 R Op 1 13.13 0.00 637 637 HDU5-SDS2. 5645 0.11 V Elem 14.63 0.00 297 297 Refer tc upper level A-1 L Op 2 19.88 0.00 893 893 HDU5-SDS2. 5645 0.16 A-1 R Op 4 57.13 0.00 1619 1619 HDU5-SDS2. 5645 0.29 A-1 R End 64.88 0.00 1648 1648 HDU5-SDE2. 5645 0.29 Line B B-1 L End 42.13 16.50 745 745 HDU5-SDS2. 5645 0.13 B-1 R End 64.88 16.50 754 754 HDU5-SDE2. 5645 0.13 Line C C-1 L End 0.12 45.00 258 258 HDU5-SDS2. 5645 0.05 V Elem 3.13 45.00 262 262 Refer to upper level V Elem 14.88 45.00 262 262 Refer to upper level C-1 L Op 1 21.88 45.00 276 276 HDU5-SDS2. 5645 0.05 C-1 R Op 1 27.13 45.00 651 651 HDU5-SDS2. 5645 0.12 V Elem 43.13 45.00 756 756 Refer to upper level C-1 R End 64.88 45.00 1392 1392 HDU5-SDS2. 5645 0.25 Level 2 Tensile ASD Line- Location [ft] Holddown Force [Ws] Cap Crit Wall Posit'n X Y Shear Dead Ev Cmb'd Hold-down [Ws] Resp. Line 1 1-1 L End 0.00 0.12 780 780 HDU5-SDS2. 5645 0.14 1-1 L Op 1 0.00 19.88 780 780 HDU5-SDS2. 5645 0.14 1-1 R Op 1 0.00 25.13 143 143 HDU5-SDS2. 5645 0.03 1-1 L Op 2 0.00 34.88 143 143 HDU5-SD52. 5645 0.03 Line 3 3-1 R Op 1 65.00 4.62 1109 1109 HDU5-SDS2. 5645 0.20 3-1 L Op 2 65.00 11.88 1109 1109 HDU5-SDS2. 5645 0.20 3-1 R Op 3 65.00 28.13 658 658 HDU5-SDS2. 5645 0.12 3-1 L Op 4 65.00 33.87 658 658 HDU5-SDS2. 5645 0.12 3-1 R Op 4 65.00 40.12 292 292 HDU5-SDS2. 5645 0.05 3-1 R End 65.00 44.88 292 292 HDU5-SDS2. 5645 0.05 LIne A A-1 R Op 3 14.63 0.00 297 297 HDU5-SDS2. 5645 0.05 A-1 L Op 4 19.88 0.00 297 297 HDU5-SDS2. 5645 0.05 A-1 R Op 6 57.13 0.00 978 978 HDU5-37,52. 5645 0.17 A-1 R End 64.88 0.00 978 978 HDU5-SDS2. 5645 0.17 Line C C-1 R Op 1 3.13 45.00 262 262 HDU5-SDS2. 5645 0.05 C-1 L Op 2 14.88 45.00 262 262 HDU5-SDS2. 5645 0.05 C-1 R Op 4 43.13 45.00 756 756 HDU5-SDS2. 5645 0.13 C-1 R End 64.88 45.00 756 756 HDU5-SDS2. 5645 0.13 Legend: Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View 55 Woo orks® Shearwalls garyslotl_146th.wsw Dec. 16, 2019 12:55:35 Hold-down Forces: Shear — Seismic shear overturning component, factored for ASD by 0.7. For perforated walls, T from SDPWS 4 3-8 is used 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 = 0.140 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 Notes: Shear overturning force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3 6.4.3 and 4.4.1.6. Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. Shearwalls does not check for either plan or vertical structural irregularities. 56 WoodWorks® Shearwalls garyslotl_146th.wsw Dec. 16, 2019 12:55:35 DRAG STRUT FORCES (rigid seismic design Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Drag Strut Force [Ibs] --> <--- Line 1 1-1 Left Opening 1 0.00 20.00 982 982 1-1 Right Opening 2 0.00 34.00 287 287 Line 2 2-1 Right Opening 1 42.00 21.00 1563 1564 Line 3 3-1 Right Opening 1 65.00 4.50 75 75 3-1 Left Opening 2 65.00 12.00 551 552 Line A A-1 Right Opening 1 13.00 0.00 206 205 A-1 Left Opening 2 20.00 0.00 161 132 A-1 Right Opening 4 57.00 0.00 425 45]. Line B 5-1 Left Wall End 42.00 16.50 1217 1232 Line C C-1 Left Opening 1 22.00 45.00 513 462 C-1 Right Opening 1 27.00 45.00 771 718 Level 2 Drag Strut Line- Position on Wall Location [ft] Force [Ibs] Wall or Opening X Y ---> <--- Line 1 1-1 Left Opening 1 0.00 20.00 993 993 1-1 Right Opening 1 0.00 25.00 760 760 1-1 Left Opening 2 0.00 35.00 467 467 Line 3 3-1 Right Opening 1 65.00 4.50 165 165 3-1 Left Opening 2 65.00 12.00 564 564 3-1 Right Opening 3 65.00 28.00 23 23 3-1 Left Opening 4 65.00 34.00 230 230 3-1 Right Opening 4 65.00 40.00 10 10 Line A A-1 Right Opening 3 14.50 0.00 255 255 A-1 Left Opening 4 20.00 0.00 157 157 A-1 Right Opening 6 57.00 0.00 807 807 Line C C-1 Right Opening 1 3.00 45.00 113 113 C-1 Left Opening 2 15.00 45.00 178 178 C-1 Right Opening 4 43.00 45.00 1230 1230 Legend: Line -Wall - Shearline and wall number Position...- Side of opening or wall end that drag shut 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 For perforated walls, shearline force is vmax from 4.3.6.4.1.1. Includes 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 57 WoodWorks@ Shea rwalls garyslotl_146th.wsw Dec. 16, 2019 12:55:35 DEFLECTION (rlaid seismic design WaH, segment W Gp Dir Srf v pi b ft h ft Bending A Den sq.in in Ga kipsl in Nail slip Vn en Ibs in Shear Den in Hold Defl in Total Deft in Level 1 Line 1 1-1,1 1 S->N Ext 148.0 20.00 9.00 16.5 .002 19.4 177 .028 .069 0.11 0.18 N->S Ext 147.9 20.00 9.00 16.5 .002 19.4 177 .028 .068 0.11 0.18 1-1,2 Both Ext 0.0 5.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 1-1,3 Both Ext 20.9 11.00 9.00 16.5 .000 19.4 177 .028 .010 0.17 0.18 Line 2 2-1,2 3 S->N 1 199.4 24.00 9.00 16.5 .002 25.2 172 .025 .071 0.09 0.16 N->S 1 199.6 24.00 9.00 16.5 .002 25.2 172 .025 .071 0.09 0.16 Line 3 3-1,2 4 S->N Both 143.2 7.50 9.00 16.5 .005 25.2 172 .025 .026 0.31 0.34 N->S Both 143.5 7.50 9.00 16.5 .005 25.2 172 .025 .026 0.31 0.34 3-1,4 Both Both 0.0 3.00 9.00 16.5 .000 25.2 172 .025 .000 0.00 0.00 Line A A-1,1 1 Both Ext 0.0 3.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 A-1,2 w->E Ext 96.6 7.00 9.00 16.5 .003 19.4 177 .028 .045 0.28 0.33 E->W Ext 89.5 7.00 9.00 16.5 .003 19.4 177 .028 .041 0.29 0.33 A-1,3 Both Ext 0.0 4.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 A-1,4 Both Ext 0.0 4.00 9.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 A-1,5 W->E Ext 99.4 8.00 9.00 16.5 .003 19.4 177 .028 .046 0.28 0.33 E->W Ext 104.6 8.00 9.00 16.5 .003 19.4 177 .028 .048 0.28 0.33 Line B 8-1 1 W->E 1 117.0 23.00 9.00 16.5 .001 19.4 177 .028 .054 0.09 0.14 E->W 1 118.4 23.00 9.00 16.5 .001 19.4 177 .028 .055 0.09 0.14 Line C C-1,1 1 W->E Ext 30.4 22.00 9.00 16.5 .000 19.4 177 .028 .014 0.08 0.10 E->W Ext 41.4 22.00 9.00 16.5 .000 19.4 177 .028 .019 0.08 0.10 C-1,2 W->E Ext 108.5 38.00 9.00 16.5 .001 19.4 177 .028 .050 0.05 0.10 E->W Ext 101.4 38.00 9.00 16.5 .001 19.4 177 .028 .047 0.06 0.10 Wall, segment W Gp Dir Srf v b h Bending A Den Ga kips/ Nail slip Vn en Shear Den Hold Den Total Defl PH ft ft sq.in in in Ibs in in in in Level 2 Line 1 1-1,1 2 Both Ext 139.9 20.00 8.00 16.5 .001 13.4 182 .020 .083 0.10 0.18 1-1,2 Both Ext 20.4 10.00 6.00 16.5 .000 13.4 182 .030 .012 0.16 0.18 1-1,3 Both Ext 0.0 7.00 8.00 16.5 .000 13.4 182 .030 .000 0.00 0.00 Line 3 3-1,2 1 Both Ext 196.4 7.50 8.00 16.5 .005 19.4 177 .028 .081 0.28 0.36 3-1,3 Both Ext 0.0 3.50 8.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 3-1,4 Both Ext 111.3 6.00 8.00 16.5 .003 19.4 177 .028 .046 0.31 0.36 3-1,5 Both Ext 43.7 5.00 8.00 16.5 .002 19.4 177 .028 .018 0.34 0.36 Line A A-1,2 1 Both Ext 0.0 2.50 8.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 A-1,4 Both Ext 41.9 5.50 8.00 16.5 .001 19.4 177 .028 .017 0.31 0.33 A-1,5 Both Ext 0.0 4.00 8.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 A-1,6 Both Ext 0.0 4.00 8.00 16.5 .000 19.4 177 .028 .000 0.00 0.00 A-1,7 Both Ext 175.2 8.00 8.00 16.5 .004 19.4 177 .028 .072 0.25 0.33 Line C C-1,2 2 Both Ext 42.0 12.00 8.00 16.5 .001 13.4 182 .030 .025 0.14 0.17 C-1,3 Both Ext 0.0 8.00 8.00 16.5 .000 13.4 182 .020 .000 0.00 0.00 C-1,4 Both Ext 0.0 8.00 8.00 16.5 .000 13.4 182 .030 .000 0.00 0.00 C-1,5 Both Ext 135.6 22.00 8.00 16.5 .001 13.4 182 .030 .081 0.09 0.17 Legend: Wall, segment - Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline W Gp - Wall design group, refer to Sheathing and Framing Materials Dir - Force direction Srf - Wall surface, interior or exterior for perimeter walls, 1 or 2 for interior partitions v Unfectored (strength -level) shear force per unit distance on wall segment = ASD force/0.70. For perforated walls, vmax from SDPWS 4.3-9 is used, as per 4.3.2.1 b - Width of wall segment between openings. Modified for perforated walls as per SDPWS 4.3.2.1 h - Wall height Defl - Horizontal shearwall deflection due to given term: Bending = 8vh^3 / EAb; A- Cross sectional area of segment end stud(s); E - stud mod. of elasticity in Framing Materials table Shear = vh / 1000 Ga. Ga - 1.4 vs / (1.4 vs / Gt + 0.75 en) from SDPWS Ex. C4.3.2-1; vs - ASD sheathing capacity; Gt - Shear stiffness from SDPWS C4.3.3.2, value is in Sheathing Materials table; en - Nallslip from SDPWS fable C4.2.2D; Vn - Shear force per nail along panel edge using 1.4 vs Hold - Hold-down = da x h / b; refer to Hold-down Displacement table for components of da Total deft = Deflection from bending + shear + hold-down, as per SDPWS C4.3.2-1 58 WoodWorks® Shearwalls garyslot1_146th.wsw Dec, 16, 2019 12:55:35 HOLD-DOWN DISPLACEMENT ri id seismic design Wall, segment Dir Hold- down Uplift force Ibs Elong/Disp Manuf Add in in da in Slippage Pf Ibs da in Shrink da in Crush+ Extra in Total da in Hold Defl in Level 1 Line 1 1-1,1 S->N HDU5-SDS 2452 .048 .003 0.051 - - .158 0.04 0.25 0.11 N->S HDU5-SDS 2451 .048 .003 0.051 - .158 0.04 0.25 0.11 1-1,2 Both HDU5-SDS 0 .000 .000 0.000 - .000 0.00 0.00 0.00 1-1,3 Both HDU5-SDS 206 .004 .000 0.004 - .158 0.04 0.20 0.17 Line 2 2-1,2 S->N HDU5-SDS 1813 .036 .002 0.038 - - .158 0.04 0.24 0.09 N->S HDU5-SDS 1815 .036 .002 0.038 - - .158 0.04 0.24 0.09 Line 3 3-1,2 S->N HDU5-SDS 2917 .057 .003 0.061 - - .158 0.04 0.26 0.31 N->S HDU5-SDS 2920 .057 .003 0.061 .158 0.04 0.26 0.31 3-1,4 Both HDU5-SDS 0 .000 .000 0.000 .000 0.00 0.00 0.00 Line A A-1,1 Both HDU5-SDS 0 .000 .000 0.000 - .000 0.00 0.00 0.00 A-1,2 W->E HDU5-SDS 906 .018 .001 0.019 .158 0.04 0.22 0.28 E->W HDU5-SDS 1276 .025 .002 0.027 .158 0.04 0.22 0.29 A-1,3 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 A-1,4 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 A-1,5 W->E HDU5-SDS 2324 .046 :003 0.048 - - .158 0.04 0.25 0.28 E->W HDU5-SDS 2354 .046 .003 0.049 - - .158 0.04 0.25 0.28 Line B B-1 W->E HDU5-SDS 1065 .021 .001 0.022 - - .158 0.04 0.22 0.09 E->W HDU5-SDS 1077 .021 .001 0.022 - - .158 0.04 0.22 0.09 Line C C-1,1 W->E HDU5-SDS 286 .006 .000 0.006 - .158 0,04 0.20 0.08 E->W HDU5-SDS 394 .008 .000 0.008 - .158 0.04 0.21 0.08 C-1,2 W->E HDU5-SDS 976 .019 .001 0.020 - - .158 0.04 0.22 0.05 E->W HDU5-SDS 1989 .039 .002 0.041 - .158 0.04 0.24 0.06 Wall, segment Dir Hold- down Uplift force Elong / Disp Manuf Add da Slippage Pf da Shrink da Crush+ Extra Total da Hold Defl lbs in in in Ibs in in in in in Level 2 Line 1 1-1,1 Both HDU5-SDS 1131 .044 .001 0.045 - - .158 0.04 0.24 0.10 1-1,2 Both HDU5-SDS 172 .007 .000 0.007 - - .158 0.04 0.20 0.16 1-1,3 Both HDU5-SDS 0 .000 .000 0.000 - .000 0.00 0.00 0.00 Line 3 3-1,2 Both HDU5-SDS 1620 .063 .001 0.064 - - .158 0.04 0.26 0.28 3-1,3 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 3-1,4 Both HDU5-SDS 931 .036 .000 0.037 - - .158 0.04 0.23 0.31 3-1,5 Both HDU5-SDS 374 .015 .000 0.015 - - .158 0.04 0.21 0.34 Line A A-1,2 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 A-1,4 Both HDU5-SDS 361 .014 .000 0.014 - - .158 0.04 0.21 0.31 A-1,5 Both HDU5-SDS 0 .000 .000 0.000 - .000 0.00 0.00 0.00 A-1,6 Both HDU5-SDS 0 .000 .000 0.000 - .000 0.00 0.00 0.00 A-1,7 Both HDU5-SDS 1439 .056 .001 0.057 - .158 0.04 0.25 0.25 Line C C-1,2 Both HDU5-SDS 346 .014 .000 0.014 - - .158 0.04 0.21 0.14 C-1,3 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 C-1,4 Both HDU5-SDS 0 .000 .000 0.000 - - .000 0.00 0.00 0.00 C-1,5 Both HDU5-SDS 1096 .043 .001 0.043 - - .158 0.04 0.24 0.09 Legend: Wall, segment - Wall and segment between openings, e.g. 8-3, 2 = second segment on Wall 3 on Shearline 8 Dir - Force direction Uplift force (P) -Strength-level accumulated hold-down tension force from overturning, dead and wind uplift. For perforated walls, T from SDPWS 4.3-8 is used for overturning da - Vertical displacements due to the following components: Elong/Disp - Elongation when slippage calculated separately displacement when combined elongation/slippage used Manuf - Using manufacturer's value for anchor bolt length, or no bolt contribution for connector -only elongation. Unless marked with * = (ASD uplift force / ASD hold-down capacity) x max strength -level elongation or displacement * - Maximum strength -level elongation or displacement is used. May result in higher than actual displacements for lightly loaded hold-downs, causing the segment to draw less force due to lower than actual stiffness. Add - Due to longer anchor bolt length than manufacturer's value, or entire bolt length for connector -only elongation = PL / ( Ab x Es ); Ab - bolt cross -sectional area; Es = steel modulus = 29000000 psi; = Lb - Lh; Lb = Total bolt length shown in Storey Information table; 59 J WoodWorks® Shearwalls garyslot1_146th.wsw Dec. 16, 2019 12:55:35 14. Lh = Manufacturer's anchor bolt length for given displacement/elongation from hold-down database. Slippage — Due to vertical slippage of hold-down fasteners attached to stud(s) when not combined with elongation Pf ASO uplift kirce P / number of fasteners Bolts: = Pf / (270,000 0'11.5) (NOS 11.3.6) ; D = bolt diameter Nails: = en, from SDPWS Table C4.2.2D using Pf for Vn and values for Wood Structural Panel Shrink - Wood shrinkage = 0.002 x (15% fabrication — 10% in-service moisture contents) x Ls Ls = Perp.-to-grain length between fasteners subject to shrinkage, shown in Storey Information table Crush + Extra — 0.04" wood crushing at compression end of wall segment plus extra displacement due to mis-cuts, gaps, etc. Total da = Elong/Disp + Slippage + Shrink + Crush + Extra Hold Defl — Horizontal deflection = h/b x da (4th term in the deflection equation SDPWS C4.3.2-1) h = wall height; b = segment length between openings; h,b values in Deflection table 60 Wood arks® Shearwalls garyslot1_146th.wsw Dec. 16, 2019 12:55:35 STORY DRIFT (rigid seismic design Level Dir Wall height ft ' Max dxe Line Actual Story Drift (in) Max Center dx of Mass C of M dxe C of M dx hsx ft Allowable Story Drift Delta a Ratio in Max C of M 1 9.00 10.00 3.00 N<->S 0.34 3 1.36 32.91 0.17 0.66 0.45 0.22 E<->W 0.33 A 1.33 22.55 0.13 0.54 0.44 0.18 2 8.00 8.00 2.40 N<->S 0.36 3 1.46 32.50 0.27 1.09 0.61 0.46 E<->W _ 0.33 A 1.32 22.50 0.25 1.00 0.55 0.42 ASCE 7 Eqn. 12.8-15: dx = dxe x Cd / le Deflection amplification factor Cd from Table 12.2-1 = (E-W), 4.0 (N-S) Importance factor le = 1.00 Legend: Max dxe - Largest deflection for any shearline along a building edge; refer to Deflections table Line - Shearline with largest deflection on level in this direction hsx - Story height in ASCE Table 12.12-1 = Height of walls plus joist depth between this level and the one above. Max dx - Largest amplified deflection on level in this direction using ASCE 7 Eq'n 12.8-15 C of M dxe - Deflection at the centre of mass of this level; from interpolating deflections at adjacent shearlines. C of M dx - Amplified deflection at centre of mass using Eq'n 12.8-15. Delta a = Allowable story drift on this level from ASCE 7 Table 12,12-1 Ratio - Proportion of allowable story drift experienced, on this level in this direction. 61 FOUNDATION r 11111" III 4 z ' , - Z' K / a I> Pr III 3 -• r , ¢ � ?et � Ill ■-' ������I�1111111 a i' ■ -= / L MEMMEMMI 'S' � - ' ��._21zso --- /1 S rx / 5 a P'SA P r i 74 , ,4_r4 ?_'G ir-z o a'o i.ti ■ AIM ■■■ ■■■■■■! ■■■■■N �■■■■■■■ ■■ ■■■ � .,5 �'s 7, -a+� /Va 5 F ■■ -- /�- - —/ , •■. , sIII 4 111 {w` ■■■� TSE Engineering Re: J1051509 Sidhu Homes, Inc Tri-State Engineering, Inc, 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Sumner). Pages or sheets covered by this seal: 113114119 My license renewal date for the state of Washington is thru113114177 August 20, 2020. FILE REVIEWED FOR CODE COMPLIANCE APPROVED FEB 2 8 2020 City of Tukwila BUILDING DIVISION December 23,2019 Terry Powell The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. RECEIVED CITY OF TUKWILA DEC 2 3 2019 PERMIT CENTER Jbb J1051509 Truss A01 Truss Type Qty Ply CALIFORNIA GIRDER 2 Sidhu Homes, Inc Job Reference (optional) 113114119 L5x4 II The Truss Company (Sumner), Sumner, WA - 98390, 2.0-0 4-1-5 2-0-0 4-1-5 6.00 112 3x4 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:41:08 2019 Page 1 ID: Io3Cy3uTKM01_N7?JgPLYCy9rL2-_9xKi79fixfhxwskegNZk8Bk81dH_4MB DfACcTy71 A9 38-10-11 7-5-4 7-1P-115 11-11-10 16-8-13 21-6--0 { 26-3-3 31-0-6 ) 35-1-1 35p-12 43-0-0 1450-0 3-3-15 0-5-11 4-0-11 4-9-3 4-5-3 4-9-3 4-9-3 4-0-11 0 11 3-3-15 4-1-5 2-0-0 6x8 MT18HS = 1) 4 0 3x10 326 3x10 1 5x4 II 3x8 = 1.5x4 II �34 35 38 9 374 38 16 6x8 MT18HS = 11 on 3x4 12 40 25 41 24 42 43 23 44 4522 46 21 20 47 48 1949 18 17 50 16 S1 52 15 53 5x4 MT18HS 7- 2x4 4x4 = JUS24 6x10 = 2x4 II 6x10 MT18HS = 2x4 II JU524 6x10 = 4x4 = 2x4 II 5xB MT18HS JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS244x8 = JUS24 WO MT18HS = JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 4-1-5 7-5-4 11-11-10 ; 16-8-13 4-1-5 3-3-15 4-6-6 4-9-3 I 21-6-0 4-9-3 26-3-3 31-0-6 4-9-3 4-9-3 35-6-12 4-6-6 10-11 43-0-0 -3-15 4-1-5 Scale 1:80.9 14 0 Plate Offsets (X,Y)-- [2:0-3-7,0-3-0], [4:0-54,Edge], [11:0-5-4,Edge], [13:0-3-7,0-3-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.88 BC 0.81 WB 0.94 Matrix-MSH DEFL. in (loc) I/dell LJd Vert(LL) -0.60 20 >863 360 Vert(CT) -1.22 20 >422 240 Horz(CT) 0.24 13 n/a n/a PLATES GRIP MT20 185/148 MT18HS 185/148 Weight: 465 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 4-9,9-11: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=5741/0-5-8, 13=5741/0-5-8 Max Horz 2=56(LC 52) Max Uplift 2=648(LC 10), 13=-648(LC 11) Max Gray 2=6164(LC 29), 13=6164(LC 29) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-12180/1312, 3-4=-12096/1380, 4-5=-14628/1698, 5-6=-14628/1698, 6-7=-18145/2109, 7-8=-18145/2109, 8-10=-14628/1697, 10-11=-14628/1697, 11-12=-12096/1379, 12-13=12181/1311 BOT CHORD 2-25=-1166/10827, 24-25=-1166/10827, 23-24=-1208/10892, 22-23=-1942/17277, 20-22=-1942/17277, 19-20=1925/17275, 17-19=-1925/17275, 16-17=-1154/10892, 15-16=-1109/10827, 13-15=1109/10827 WEBS 3-24=-422/407, 4-24=0/472, 4-23=-576/4983, 5-23=-1054/242, 6-23=-3385/419, 6-22=0/460, 6-20=-145/1148, 7-20=-1115/292, 8-20=-145/1150, 8-19=0/457, 8-17=3383/419, 10-17=-1054/242, 11-17=-576/4983, 11-16=0/472, 12-16=422/408 Structural wood sheathing directly applied or 2-7-6 oc purlins, except 2-0-0 oc purlins (2-11-12 max.): 4-11. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (17) 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 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wnd: ASCE 7-10; Vu6=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp. B; Partially Exp.; Ct=1.10 5) Unbalanced snow Toads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 9) The Fabrication Tolerance at joint 4 = 0%, joint 11 = 0% 10) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Contimiled blztp al2he bottom chord and any other members. December 23,2019 G - Uerlfe de5ran txarametera and RFAD NOTESON THISANt7 tNGL{fDED M)TEKREFERE7+CEPAGFMtF74 Design valid for use only with MiTek connectors. This design i5 based only upon parameters shown, and is for an individual building component. Applicability of design paramemers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilly of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI7TP11 QualityCriteria, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute, 593 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type J1051509 A01 CALIFORNIA GIRDER Sidhu Ho Job Reference (optional) 113114119 The Truss Company (Sumner), Sumner, WA - 98390, 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:41:08 2019 Page 2 ID: lo3Cy3uTKM01 _N7?JgP LYCy9rL2-_9xKi79fixfhxwskegNZk8B k81dH_4M B DfACcTy71 A9 NOTES- (17) 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 648 Ib uplift at joint 2 and 648 Ib uplift at joint 13. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Use USP JUS24 (With 4-1od nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 40-11-4 to connect truss(es) to front face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 899 Ib down and 330 Ib up at 7-8-8, 357 Ib down and 131 Ib up at 10-0-12, 338 Ib down and 134 Ib up at 12-0-12, 302 Ib down and 134 Ib up at 14-0-12, 294 Ib down and 134 Ib up at 16-0-12, 294 Ib down and 134 Ib up at 18-0-12, 294 Ib down and 134 Ib up at 20-0-12, 294 Ib down and 134 Ib up at 21-6-0, 294 Ib down and 134 Ib up at 22-11-4, 294 Ib down and 134 Ib up at 24-11-4, 294 Ib down and 134 Ib up at 26-11-4, 302 Ib down and 134 Ib up at 28-11-4, 338 Ib down and 134 Ib up at 30-11-4, and 357 Ib down and 131 Ib up at 32-11-4, and 899 Ib down and 330 Ib up at 35-3-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 17) AU dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1,15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-95, 4-11=-95, 11-14=-95, 2-13=-14 Concentrated Loads (Ib) Vert:4=-800 21=-82(F) 25=-33(F) 23=-82(F) 5=-268 20=-82(F)7=-224 10=-268 17=-82(F) 11=-800 15=-33(F) 18=-82(F) 30=-291 31=-232 32=-224 33=-224 34=-224 35=-224 36=-224 37=-224 38=-232 39=-291 40=-129(F) 41=51(F) 42=-82(F) 43=-84(F) 44=-82(F) 45=-82(F) 46=-82(F) 47=82(F) 48=-82(F) 49=-82(F) 50=-84(F) 51=-82(F) 52=51(F) 53=-129(F) A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERE'NCEPAGE MI1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery erection and bracing, consult ANSI/'rPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'onofrio Drive, Madison, WI 53719. IJbb 1.31051509 Truss A02 Truss Type California Qty Ply 1 Sidhu Homes, Inc Job Reference (optional) 113114120 The Truss Company (Sumner), Sumner, WA - 98390, 0 4-11-5 0 4-11-5 4-5-15 4x8 = 9-5-4 9-5-4 Plate Offsets (X2L)= [2:0-0-4,0-0-0],(a:0-a.- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 6x10 0,0 4x10 = 0 15-51 2 -2 17-5-6 17.5.6 8-0-2 10,0-3-0 4x4 = ID 8,330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:41:11 2019 Page 1 Cy3uTKM01_N7?JgPLYCy9rL2-0kcSL9BX?s1GoNbJJyxGLmpHAzbIBUbdvdPsDoy71A6 27-6-15 33-1-1 33(a 12 38-0-11 + 43-0-0 145-0-0 6-0-15 5-6-2 0-j-11 4.5-15 4-11-5 2-0-0 3x4 = 17 16 4e12 MT18HS = 3x4 = 25-6-10 B-1-3 3x8 = 4x4 = 15 14 3x4 4x12 MT18HS = 6x10 4x10 = 33-6-12 43-0-0 8-0-2 9-5-4 Scale = 1:79, 4x8 = 1_0-0-4,0-0-0] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.76 BC 0.98 WB 0.71 Matrix-MSH DEFL. in (loc) 1/defl Vert(LL) -0.52 15-17 >983 Vert(CT) -0.96 15-17 >539 Horz(CT) 0.30 11 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 MT18HS 220/195 Weight: 192 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 DF No.1&Btr*Except* 4-7,7-9: 2x4 DF 2400F 2.0E 2x4 DF No.1&Btr 2x4 HF Stud *Except* 5-18,8-13: 2x4 HF No.2 REACTIONS. (Ib/size) 2=2685/0-5-8, 11=2685/0-5-8 Max Horz 2=-68(LC 49) Max Uplift 2=-324(LC 10), 11=-324(LC 11) Max Gray 2=3201(LC 29),11=3201(LC 29) BRACING - TOP CHORD BOT CHORD WEBS FORCES, (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5660/629, 3-4=-4993/587, 4-5=-4437/550, 5-6=-6511/764, 6-8=-6511/764, 8-9=-4436/550, 9-10=-4993/587, 10-11=-5660/629 BOT CHORD 2-18=-557/4941, 17-18=-676/6286, 15.17=-741/6868, 13-15=-645/6286, 11-13=-489/4941 WEBS 3-18=-692/158, 4-18=-142/1693, 5-18=-2360/314, 5-17=-33/573, 6-17=-548/127, 6-15=548/127,8-15=-33/573,8-13=2360/314,9-13=-142/1693,10-13=-692/158 Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (2-7-0 max.): 4-9. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-18, 8-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Wind: ASCE 7-10; Vutt=l lomph (3-second gust) Vasd=87mph; TCDL=4.Bpsf; BCDL=4.2psf; h=25ft; Cat. II; Exp 6; Enclosed; MVVFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) 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 23.Dpsf 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 324 Ib uplift at joint 2 and 324 Ib uplift at joint 11. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 A WARNING - Vee*y design pervmeters erAl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/1-7473 BEFORE USE. Design valid for use only vrilh MiTek connectors. This design is based only uponparameters shown, and is for en ndvidual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Addbional temporary bracing to insure stability during construction Is the responsibdlity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/ PI1 Quality Criteria, DSBA9 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 Donofrio Drive, Madison, WI 53719. December 23,2019 theTRUSSco. INC. b Truss A02 California Qty Ply 1 Sidhu Homes, Inc 113114120 1 IJ1051509 The Truss Company (Sumner), Sumner, WA - 98390, Job Reference (optional) 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:41:11 2019 Page 2 ID:Io3Cy3uTKM01_N7?JgPLYCy9rL2-OkcSL9BX?s1GoNbJJyxGLmpHAzbIBUbdvdPsDoy71A6 NOTES- (12) 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 125 Ib down and 72 Ib up at 9-11-10, 122 Ib down and 51 Ib up at 12-0-12, 126 Ib down and 54 Ib up at 14-0-12, 89 Ib down and 54 Ib up at 16-0-12, 89 Ib down and 54 Ib up at 18-0-12, 89 Ib down and 54 Ib up at 20-0-12, 89 Ib down and 54 Ib up at 21-6-0, 89 Ib down and 54 Ib up at 22-11-4, 89 Ib down and 54 Ib up at 24-11-4, 89 Ib down and 54 Ib up at 26-11-4, 1261b down and 54 Ib up at 28-11-4, and 122 Ib down and 51 Ib up at 30-11-4, and 125 Ib down and 72 Ib up at 33-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-95, 4-9+-95, 9-12=-95, 19-22=-14 Concentrated Loads (Ib) Vert: 25=-23 26=-55 27=-56 29=-17 34=-17 36=-56 37=-55 38=-23 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMII-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 end BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 Donofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Sidhu Homes, Inc 113114121 J1051509 A03 The Truss Company (Sumner), Sumner, WA - 98390, -2-0-0 1 1 2-0-0 5x8 MT18HS 5-11-5 5-11-5 Califomia 1 1 Job Reference (optimal) 8,330 s Dec 5 2019 MiTek Industries, Inc Fri Dec 20 15,41:13 2019 Page 1 ID:lo3Cy3uTKM0 _N7?JgPLYCy9rL2-1.7kDIrDoXT1z1h1hQNzkRBvaBmLEfORwNxuzfihy71A4 11-5-4 I 11-10115 18-0-13 24-11-3 31-1-1 31-6-,12 37-0-11 43-0-0 45-0-0 1 1 5-5-15 5-11 6-1-14 6-10-6 6-1-14 0-5-11 5-5-11, 5-11-5 2-0-0 1 5x4 7x8 = 3x4 = 16 15 37 4x8 MT181-15 = 6x8 5-11-5 11-5-4 18-0-13 I I , 5-11-5 5-5I -15 6-7-9 Plate Offsets (X,Y)-- [2:0-4-7,0-2-8], [4:0-5-3,Edge], [7:0-5-3,Edge], [9:0-4-7,0-2-8] LOADING (psf) TCLL 25.0 (Roof Snow=25,0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.92 BC 0.76 VVB 0.76 Matrix-MSH 24-11-3 6-10-6 7x8 = 12 4x8 3x10 13 38 4 1.5x4 11 4aSMT1SHS - 31-6-12 DEFL: in (loc) I/defl Vert(LL) -0.40 14-16 >999 Vert(CT) -0,73 14-16 >711 Horz(CT) 0,27 9 n/a Ud 360 240 n/a Scale = 1:79.2 3x4 ===. 1 5x4 5x8 MT18HS PLATES GRIP MT20 185/148 MT18HS 220/195 Weight: 205 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 DF 2400F 2.0E 2x4 DF No.1&Btr 2x4 HF Stud *Except* 4-16,6-16,6-12: 2x4 HF No.2 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=2726/0-5-8, 9=2726/0-5-8 Max Horz 2=-80(LC 53) Max Uplift 2=304(LC 10), 9=-303(LC 11) Max Grav 2=3335(LC 29), 9-3335(LC 29) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5906/561, 3-4=-5050/551, 4-5=-5343/641, 5-6=-5343/641, 6-7=-4300/512, 7-8=-4988/544, 8-9=-5896/559 BOT CHORD 2-18=-505/5140, 17-18=-505/5140, 16-17=-422/4376, 14-16=-520/5348, 12-14=-520/5348, 11-12=-422/5127, 9-11=-422/5127 WEBS 3-17=-844/179, 4-17=-30/536, 4-16=-219/1629, 5-16=-987/185, 6-14=0/278, 6-12=1704/237, 7-12=-115/1464, 8-12=-945/153 Structural wood sheathing directly applied or 2-8-6 oc purlins, except 2-0-0 oc purlins (2-2-0 max.): 4-7. Rigid ceiling directly applied or 9-3-15 oc bracing. 1 Row at midpt 6-16, 6-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Vihncl: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2ps1; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1:00 times fiat roof load of 25,0 psf on overhangs non -concurrent with other live loads. 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 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with 8CDL = 7.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 304 Ib uplift at joint 2 and 303 lb uplift at joint 9. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 December 23,2019 A WARNING - VxIVJ' d05190 peremefers end READ NOTES ON THIS AND INCLUDED MITE> REFERENCE PAGE MII-7473 SEFORE USE Design valid for use only with MiTek connectors, This design is based only upon parameters shown, and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is far lateral supportof individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector', Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-88 and BCSI1 Building Component Seder/ Information available from Truss Plate Institute, 583 DOnofrio Drive, Madison, WI 53719. theTRUSSco, INC Job J1051509 Truss A03 Truss Type California Qty 1 Ply 1 Sidhu Homes, Inc Job Reference (optional) 1/3114121 The Truss Company (Sumner), Sumner, WA - 98390, 8.330 s Dec 5 2019 MiTek Industries, Inc, Fri Dec 20 15:41:13 2019 Page 2 ID:Io3Cy3uTKM01_N7?JgPLYCy9rL2-L7kDIrpo) TIz1hlh0NzkRBvaBmLEfORwNxuzHhy71A4 NOTES- (12) 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 125 Ib clown and 72 Ib up at 11-8-8, 128 Ib down and 51 Ib up at 14-0-12, 137 Ib down and 54 Ib up at 16-0-12, 108 Ib down and 54 Ib up at 18-0-12, 89 Ib down and 54 Ib up at 20-0-12, 89 Ib down and 54 Ib up at 21-6-0, 89 Ib down and 54 Ib up at 22-11-4, 108 Ib down and 54 Ib up at 24-11-4, 137 Ib down and 54 Ib up at 26-11-4, and 128 Ib down and 51 Ib up at 28-11-4, and 125 Ib down and 72 Ib up at 31-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-95, 4.7=95, 7-10=-95, 19-22=-14 Concentrated Loads (Ib) Vert: 4=-26 5=-38 6=-38 26=-61 27=-67 33=-67 34=61 35=-26 WARNING - Vern), design parameters end READ NOTES ON THIS AND INCL&IDEO MITEK REFERENCE PAGE M/F7473 BEFORE USE Design valid for use only oath MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. Apptieabilny of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown la for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibdlity of the eradtor. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPI1 Ouality Cdtede, DSB-89 and BCSI1 Building Component Safety Intonation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco, INC. Job J1051509 Truss A04 Truss Type 10ty California Ply 1 Sidhu Homes, inc 113114122 The Truss Company (Sumner), Sumner, WA - 9 -2-0-0 2-0-0 5x8 MT18HS 6-11-5 6-11-5 1- 1.5x4 II 13-5-4 13- 0r15 18-9-5 6-5-15 0-6-11 4-10-7 7x8 = 4x8 = 3x4 = Job Reference (optional) 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:41:16 2019 Page 1 ID:Io3Cy3uTKM01_N7?JgPLYCy9rL2-IiPLOsFggOgYu8UG6V WR2gX5Z_KIsoRM3v6du?y71 Al 24-2-10 29-1-1 29-8-I12 36-0-11 43-0-0 45-0-0 5-5-3 4-10-7 0-5-11 6-5-15 6-11-5 2-0-0 37 16 15 4x8 MT18HS = 3x4 = 6-11-5 13-5-4 21-6-0 6-11-5 6-5-15 6-0-12 3x4 = 0,8 MT18HS = 29-6-12 8-0-12 7x8 = 4x8 = 3x4 - 1.5x4 11 36-0-11 43-0-0 6-5-15 6-11-5 5x8MT18HS Scale = 1:79.2 Plate Offsets X,Y)-- [2:0-4-15,0-2-4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 BCDL 7.0 4:0-5-3,Edge], [7:0-5-3,Edge], [9:0-4-15,0-2-4] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CS!. TC 0.91 BC 0.90 VVB 0.55 Matrix-MSH DEFL. in (hoc) I/defl Vert(LL) -0.39 15 >999 Vert(CT) -0.67 13-15 >766 Horz(CT) 0.27 9 n/a Lid 360 240 n/a PLATES GRIP MT20 185/148 MT18HS 220/195 Weight: 207 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 DF 2400F 2.0E'Except' 4-7: 2x4 DF No.1&Btr 2x4 DF No.1 &Btr 2x4 HF Stud*Except* 3-17,5-17,6-13,8-13: 2x4 HF No.2 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD WEBS REACTIONS. (lb/size) 2=2766/(0-5-8 + bearing block) (req. 0-5-9), 9=2766/(0-5-8 + bearing block) Max Horz 2=-92(LC 11) Max Uplift 2=-282(LC 10), 9=-282(LC 11) Max Gray 2=3375(LC 29), 9=3375(LC 29) Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-6-14 max): 4-7. Rigid ceiling directly applied or 9-10-2 oc bracing. i Row at midpt 3-17, 5-17, 6-13, 8-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (req. 0-5-9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6161/512, 3-4=-5004/485, 4-5=-4273/463, 5-6=-4902/508, 6-7=-4273/463, 7-8=-5004/485, 8-9=-6161/513 BOT CHORD 2-18=-465/5349, 17-18=-465/5349, 15-17=-416/4880, 13-15=-395/4880, 12-13=-373/5349, 9-12=-373/5349 WEBS 3-17=-1225/165, 4-17=-93/1454, 5-17=1164/189, 6-13=-1164/189, 7-13=-93/1454, 8-13=1225/165 NOTES- (14) 1) 2x4 DF No.1&Btr bearing block 12" long at jt. 2 attached to front face with 2 rows of 10d (0.131"x3") nails spaced 3" o.c. 8 Total fasteners. Bearing is assumed to be HF No.2. 2) 2x4 DF No.1&Btr bearing block 12" long at jt. 9 attached to front face with 2 rows of 10d (0.131"x3") nails spaced 3" o.c. 8 Total fasteners. Bearing is assumed to be HF No.2. 3) Wnd: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp,; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding, 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wth any other live loads. 10) ' This truss has been designed for a live load of 23.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 282 Ib uplift at joint 2 and 282 Ib uplift at joint 9. CajitemptinIxagelia representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A WARNING - Or* design peremefers end READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE Mi-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral suppon of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilley of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing,consult ANSIITPI1 Quality Criteria, DSB-89 end BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. December 23,2019 theTRUSSco. INC. Job Truss Truss Type IQty 1Ply ISidhu Homes, Inc 113114122 J1051509 A04 California I1 1 1 1Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390, 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:41:16 2019 Page 2 ID:Io3Cy3uTKM 01 _N7?JgPLYCy9rL2-IiP LOsFggOgYu8UG6V WR2gX5Z_KIsoRM3v6du?y71 Al NOTES- (14) 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 144 Ib down and 72 Ib up at 13-11-10, 133 Ib down and 51 Ib up at 16-0-12, 146 Ib down and 54 Ib up at 18-0-12, 110 Ib down and 54 Ib up at 20-0-12, 89 Ib down and 54 Ib up at 21-6-0, 110 Ib down and 54 Ib up at 22-11-4, 146 Ib down and 54 Ib up at 2411-4, and 133 Ib down and 51 Ib up at 26-11-4, and 144 Ib down and 72 Ib up at 29-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-95, 4-7=-95, 7-10=-95, 20-23=-14 Concentrated Loads (Ib) Vert: 27=-45 28=-67 29=-76 30=-40 31=-9 32=-40 33=-76 34=-67 35=-45 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MJTEKREFERENCE PAGE M/1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPII Qunllty Criteria, DSO-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job J1051509 Truss A05 Truss Type California la!), Ply Sidhu Homes Inc 113114123 The Truss Company (Sumner), Sumner, WA - 98390, 2-0-0 5-5-12 2-0-0 5-5-12 6x8. MI181-16 7-11-5 7-1 Plate Offsets (X,Y)-- [2:0-5-15,0-2-12] 10-4-15 4-11-4 3x4 6.00 15-5-4 15- 5-0-5 Oi 7x8 3x8 21-6-0 5-7-1 Job Reference (opticraa)) 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 154119 2019 Page 1 ID:lo3Cy3uTKM01_N77JgPLYCy9rL2-9H5U0uHZ6J271cCrne48gS9e0BKO3BsoltLHVKy71A_ 27-1-1 27-p-i12 32-7-1 37-6-4 42-6-8 5-7-1 0-5-11 5-0-5 4.11-4 5-0-4 4x12 AAT18HS = 1.5x4 11 5-5-4 21-6-0 7-5-15 7x8 39 14 13 3x8 4x8 MT181-16 = 27-6-12 3x4 9 12 3x4 = Scale = 1:80.1 ro 36-0-11 42-6-8 6x8 MT18HS = 6-0-12 6-0-12 7-5-15 7-5-13 LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1,15 TCDL 22.5 Rep Stress Incr YES BCLL 0.0 Code IRC2D15/TP12014 BCDL 7.0 CSI. TC 0.71 BC 0.97 VW 0.44 Matrix-MSH DEFL. in (loc) 1/dell Vert(LL) -0.39 15 >999 Vert(CT) -0.64 15-17 >802 Horz(CT) 0.27 11 n/a LJd 360 240 n/a PLATES GRIP MT20 185/148 MT18HS 185/148 Weight: 218 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1 &Btr "Except* 6-8: 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF No.l&Btr *Except* 14-16: 2x4 HF No.2 WEBS 2x4 HF Stud "Except* 6-17,7-17,7-15,7-13,8-13: 2x4 HF No.2 WEDGE Left: 2x4 SP No.3 SLIDER Right 2x4 HF Stud - 5-5-9 REACTIONS, (lb/size) 11=2612/Mechanical, 2=2803/(0-5-8 + bearing block) (req. 0-5-10) Max Horz 2=120(LC 48) Max Uplift 11=-227(LC 11), 2=-257(LC 10) Max Grav 11=3234(LC 29), 2=3411(LC 29) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6454/469, 3-5=-5992/459, 5-6=-4859/431, 6-7=-4196/409, 7-8=-4142/405, 8-9=-4799/427, 9-10=-5708/446, 10-11=-3173/241 BOT CHORD 2-18=-464/5660, 17-18=-384/4960, 15-17=-320/4590, 13-15=-320/4590, 12-13=-287/4810, 11-12=-349/5226 VVEBS 3-18=-633/114, 5-18=-23/620, 5-17=-1107/153, 6-17=-76/1412, 7-17=-865/140, 7-15=-0/307, 7-13=-926/145, 8-13=-73/1387, 9-13=-969/170, 9-12=-52/394, 10-12=-374/137 Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (3-3-14 max.): 6-8. Rigid ceiling directly applied cr 2-2-0 oc bracing. 1 Row at midpt 517, 7-17, 7-13, 9-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES-, (14) 1) 2x4 DF No.l&Btr bearing block 12" long at (t, 2 attached to front face with 2 rows of •10d (0.131x3") nails spaced 3" o.c 8 Total fasteners, Bearing is assumed to be HF No.2, 2) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf, BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp 8; Partially Exp.; C1=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 tirnes flat roof bad of 25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 10) Refer to girder(s) for truss to truss connections. Continued on page 2 A WARNING Verify design PInwinefevs end HEW NOTES ON THIS AND INCLUDED NTITEK REFERENCE PAGE MI/-74 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilthy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. for general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 DIOnofrio Drive, Madison, WI 53719. December 23,2019 Job J1051509 A05 Truss Type IQty California Ply 1 Sidhu Homes, In 113114123 Job Reference(optionaf The Truss Company (Sumner), Sumner. WA - 95390, 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:41:19 2019 Page 2 ID:Io3Cy3uTKM01_N77JgPLYCy9rL2-9H5U0uHZ6J271oCrne48gS9e0BK038soltLHVKy71A_ NOTES- (14) 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 227 Ib uplift at joint 11 and 257 Ib uplift at joint 2. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 208 Ib down and 72 Ib up at 15-11-10, 138 Ib down and 51 Ib up at 18-0-12, 151 Ib down and 54 Pb up at 20-0-12, 142 Ib down and 54 Ib up at 21-6-0, 151 lb down and 54 lb up at 22-11-4, and 138 Ib clown -and 51 Ib up at 24-11-4, and 208 Ib down and 72 Ib up at 27-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1,15 Uniform Loads (p1f) Vert: 1-6=-95, 6-8=95, 8-11=-95, 20-24=-14 Concentrated Loads (lb) Vert: 7=-72 29=-109 30=-72 31=-81 34=-81 35=-72 36=-109 WARNING - Verily parameters arra t7 NOTES ONTiitSANt11NCLLJDEO M/TEKI?EFERENCE PAGE Al11-7473 BEFORE USE. Desgn valid for use only with MiTek connectors. This design abased only upon parameters shown, and i5 for an individual building component. Appmcabilty of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown i5 for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibdlity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing consult ANSVTPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Insritute, 583 Donofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Sidhu Homes, Inc 113114124 J1051509 A06 Califomia 1 1 Job Reference (optional) The Truss Company (Sumner), 2-0-0 2-0-0 6-1-12 5x8 MT18HS 6-1-12 Sumner, WA - 98390, 11-8-15 17-5-4 17.1005 21-6-0 5-7-4 5-8-5 0-5-11 3-7-1 6.00 cl 2 18 35 3x4 = 8-11-5 17-5-4 8-11-5 8-5-15 7x8 = 8,330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:41:21 2019 Page 1 ID:lo3Cy3uTKM01_N7?JgPLYCy9rL2-61DERaJpewlr_wMEu36cItEx121bX5P5DBaNYDy719y 25-1-1 25-6-02 31-3-1 36-10-4 42-6-8 3-7-1 0-6-11 5-8.5 1 5-7-4 5-8-4 3x4 = 17 3716 3x12 MT2OHS = 3x8 = 25-6-12 8-1-8 738 3x4 38 15 14 39 40 13 3x8 = 4x8 MT18HS = 34-0-11 3x4 42-6-8 8-5-15 8-5-13 Scale = 1:79.7 12 6x8 MT18HS = Plate Offsets (X,Y)-- [2: 5,0-2-4], [6:0-5-3,Edge], [8:0-5-3.Edge LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TUX 22.5 BCLL 0.0 BCDL 7.0 LUMBER - TOP CHORD BOT CHORD WEBS SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.93 BC 0.92 VVB 0,44 Matrix-MSH 2x4 DF No.18,Btr *Except' 6-8: 2x4 HF No.2, 8-12: 2x4 DF 2400F 2,0E 2x4 DF No.18.E3tr 2x4 HF No.2 'Except' 3-18,5-18,9-13,10-13: 2x4 HF Stud VVEDGE Left: 2x4 SP No.3 SLIDER Right 2x4 HF Stud -H 2-6-0 REACTIONS. (Ib/size) 12=2469/Mechanical, 2=2664/0-5-8 Max Horz 2=132(LC 10) Max Uplift 12=-175(LC 11), 2=-206(LC 10) Max Gras 12=3091(LC 29), 2=3271(LC 29) DEFL. in (loc) Vert(LL) -0.38 15-17 Vert(CT) -0.63 13-15 Horz(CT) 0.26 12 BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6167/359, 3-5=-5687/347, 5-6=-4407/309, 6-7=-3763/301, 7-8=-3733/298, 8-9=-43791307, 9-10=-5383/336, 10-12=-5736/344 BOT CHORD 2-18-4-372/5412, 17-18=-278/4641, 15-17=-173/3897, 13-15=-172/4535, 12-13=-253/5012 VVEBS 3-18=-690/129, 5-18=-24/687, 5-17=-1269/166, 6-17=-62/1321, 7-17=-566/121, 7-15=-609/123, 8-15=-62/1321, 9-15=-1158/175, 9-13=-43/454, 10-13=-430/142 1/dell >999 >803 n/a Ud 360 240 n/a PLATES MT20 MT2OHS MT18HS Weight: 212 lb GRIP 185/148 165/146 185/148 FT = 20% Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-7-0 max.): 6-8. Rigid ceiling directly applied GT 10-0-0 oc bracing, Except: 2-2-0cc bracing: 12-13. 1 Row at midpt 5-17, 7-17, 7-15, 9-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Quide, NOTES- (13) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design, 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurren( with other live loads. 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 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint 12 and 206 lb uplift at joint 2. 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) 137 Ib down and 46 lb up at 17-11-10, 143 Ib down and 51 lb up at 20-0-12, 154 lb down and 54 lb up at 21-6-0, and 143 Ib down and 51 Ib up at 22-11-4, and Contrabaxi/Ppisigergi 46 Ib up at 25-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. A WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1I-7473 BEFORE USE. Design valid for use only with MiT ek connectors. This design is based only upon parameters shown, and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability (luring construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, dervery. erection and bracing, consult ANSI/WI1 Quality Citadel, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. December 23,2019 Job 'Truss J1051509 A06 Truss Type Qty 1Ply California Sidhu Homes, Inc 113114124 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390, 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:41:21 2019 Page 2 ID:Io3Cy3uTKM01_N7?JgPLYCy9rL2-6fDERaJpewlr_wMEu36cItEx1?1 bX5P5D8gNYDy719y 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-95, 6-8=-95, 8-12=-95, 19-23=-14 Concentrated Loads (lb) Vert: 7=-84 28=-38 30=-77 31=-77 32=-38 A WARNING - Vertry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onbfrio Drive, Madison, WI 53719. IJob 1,11051509 The Truss Company (Sumner), Sumner, WA - 98390, SS 07 Truss Type Califomia Qty IPly Sidhu Homes, Inc Job Reference (optional) 113114125 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15141:23 2019 Page 1 ID:lo3Cy3uTKM01_N7?JgPLYCy9rL2-22L?sFK3AvYZEDWc0T84r1.1HToh4?yX0gVJUd6y719w 15 23- 2 9-11-1 35-2-4 42-6- 1 3-2-2 0- 1 2 4x10 18 4x8 MT18HS 5x4 3 26 7x8 = -3-4 6.00 4x4 5 27 7x8 = 6 9 30 17 34 16 36 14 15 13 3x4 = 4x12 MT1BHS = 3x8 = 4x4 = 36 MT18HS = 9-11-5 19-5-4 9-11-5 9-5-15 23-6-12 3x4 4 4x8 ItiT181-IS - 32 9 3x6 4x6 10 33 37 38 12 33-0-11 3)14 = 4-1-8 9-5-15 3x6 3x6 Scale = 11 6x8 MT1E11-1S 42-6-8 9-5-13 1,7 cs Plate Offsets (X,Y)-- [2:0-0-7,Edgel, [6:0-5-3,Edge], [7:0-5-3,Edgel LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 BCDL 7 0 LUMBER - TOP CHORD BOT CHORD WEBS SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC20151TP12014 CSI. TC 0.93 BC 0.98 VVB 0.59 Matrix-MSH DEFL. in (loc) Vert(LL) -0.49 15-17 Vert(CT) -0.79 12-13 Horz(CT) 0.27 11 Vdefl >999 >643 n/a Ltd 360 240 n/a PLATES GRIP MT20 185/148 MT18HS 185/148 VVeight: 217 lb FT . 20% 2x4 DF 2400F 2.0E *Except* 6-7: 2x4 HF No.2 2x4 DF No.l&Btr 2x4 HF No.2 *Except' 3-17,10-12: 2x4 HF Stud WEDGE Left: 2x4 SP No.3 SLIDER Right 2x4 HF No.2 -H 6-11-7 REACTIONS. (lb/size) 2=2912/(0-5-8 + bearing block) (req. 0-5-13), 11=2728/Mechanical Max Horz 2=144(LC 10) Max Uplift 2=-240(LC 10), 11=-211(LC 11) Max Grav 2=3515(LC 29), 11=3337(LC 29) BRACING - TOP CHORD BOT CHORD VVEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6688/433, 3-5=-6195/419, 5-6=-4792/378, 6-7=-4087/366, 7-8=-4804/379, 8-10=-5989/413, 10-11=-3340/253 BOT CHORD 2-17=-445/5874, 15-17=-339/5057, 13-15=-197/4106, 12-13=-223/49'73, 11-12=-314/5528 WEBS 3-17=-725/144, 5-17=-24/744, 5-15=-1397/187, 6-15=-45/1151, 7-15=-328/187, 7-13=-89/1014, 8-13=-1208/202, 8-12=-39/593, 10-12=-486/154 Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-4-10 max.): 6-7. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 5-15, 7-15, 8-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 1 Installation guide. NOTES. (14) 1) 2x4 DF No.l&Btr bearing block 12" long at (t. 2 attached to front face with 2 rows of 10d (0.131"x3") nails spaced 3" o.c. 8 Total fasteners, Bearing is assumed to be HF No.2. 2) Wnd; ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8pst; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide *II fit between the bottom chord and any other members, with BCDL = 7.0psf. 10) Reter to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 240 lb uplift at joint 2 and 211 Ib uplift at joint 11. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 A -V THIS LIDEC) M/TEK REFERENCE PAGE MI-7473 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. Appficabilhy of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral suppon of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the elector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPIt Quelity Catena, DSB-89 end BC5I1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, December 23,2019 LTOb Truss J1051509 A07 Truss Type California y Ply i hu Homes, Inc 113114125 The Truss Company (Sumner), Sumner, WA - 98390, NOTES- (14) 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 475 Ib down and 126 Ib up at 19-11-10, and 124 Ib down and 43 Ib up at 21-6-0, and 475 Ib down and 126 Ib up at 23-3-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1,15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-95, 6-7=-95, 7-11=-95, 19-22=-14 Concentrated Loads (Ib) Vert: 7=-376 29=-376 30=-68 Job Reference (optional) 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec20 15:41:23 2019 Page 2 ID:lo3Cy3uTKA801_N7?JgPLYCy9rL2-22L?sFK3AYYZEDWc0T84r1JHToh4?yX0gVJUdey719w AL WARNING - Vertfy design parameters Blla READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE iiill-7473 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. Applicability of design commenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI1 Qunlity Criteria, DSB-89 end BC5I1 Belldinp Component Safety Inhumation available from Truss Plate Institute, 583 D'Obofrio Drive, Madison, WI 53719. theTRUSSco, INC, Job Ji051509 A013 Truss Type Common The Truss Company (Sumner). Sumner, WA - 98390, -2-0-0 1 2-0-0 4x6 7-6-5 14-6-3 21-6-0 1 7-6-5 4x6 6-11-13 Ply Sidhu Homes, Inc 1 Job Reference (optional) 113114126 330> Dec 5 2019 MiTek IndLx4ries, Inc. Fri Dec 20 1541:24 2019 Page 1 lalo3Cy3uTKM01_N7?JgPLYCy9rL2-VVEuN3bLhx,gPrN5oaBgJNWsT0050kTOyv9219sey719v 28-5-13 35-5-11 42-6-8 1 1 6-11-13 6-11-13 6-11-13. 7-0-13 5x6 6.00 V12 16 25 26 15 27 14 4x4 = 4x5 11 4x6 = 8-11-2 17-3-11 8-11-2 8-4-10 6 25-8-5 8-4-10 28 13 29 12 4x5 II 4x8 = 34-0-14 8-4-10 30 11 3x4 42-6-8 8-5-10 Scale= 1:73,4 7x8 = 10 in Plate Offsets (X,Y)-- [10.0-0-8,0-0-41, [10:0-5-11,0-0-8), [10:0-0-13,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 * BCDL 7.0 LUMBER - TOP CHORD BOT CHORD VVEBS WEDGE Right: 2x6 OF SS REACTIONS, SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IRC2015/TPI2014 2x4 DF 2400F 2.0E *Except* 1-4,8-10: 2x4 DF No.1&Btr 2x4 DF No.18atr 2x4 HF 140,2 *Except* 9-11,3-16: 2x4 HF Stud CSI. TC 0 88 BC 0.77 VV13 0.36 Matrix-MSH (Ib/size) 2=2513/0-5-8, 10=2314/Mechanical Max Hors 2=156(LC 10) Max Uplift 2=-156(LC 10), 10=-124(LC 11) DEFL, in (loc) 1/dell Vert(LL) -0.30 11-13 >999 Verl(CT) -0.57 11-13 >892 Horz(CT) 0.18 10 n/a BRACING - TOP CHORD BOT CHORD VVEBS FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4432/237, 3-5=-4215/283, 5-6=-3277/245, 6-7=-3264/244, 7-9--4027/278, 9-10=-4230/233 BOT CHORD 2-16=-277/3846, 15-16=-160/3136, 13-15=-34/2356, 11-13=-47/3100, 10-11=-145/3652 VVEBS 6-13=-137/1298, 7-13=-1092/213, 7-11=-95/700, 9-11=-517/151, 6-15=-138/1319, 5-15=-1131/213, 5-16=-99/900, 3-16=-615/157 Lid 360 240 n/a PLATES GRIP MT20 185/148 Weight: 201 Ib FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied cr 10-0-0 oc bracing. 1 Row at midpt 7..13, 5-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) VVind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCOL=4.2psf; h=25ft; Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B. Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 Ib uplift at joint 2 and 124 Ib uplift at joint 10. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shaven is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVfPII Quality Criteria, DSB-89 and BCSI1 Boilating Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. Job J1051509 'Truss A09 (Truss Type 'Common Qty Ply Sidhu Homes, Inc 113114127 The Truss Company (Sumner), -2-0-0 I2-0-0 I 0 2 7-6-5 7-6-5 umner, WA - 98390, 4x6 G 1.5x4 \\ 4 3 14-6-3 6-11-13 6.00 12 4x4 % 23 5 Job Reference (optional), 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:41:25 2019 Page 1 ID:Io3Cy3uTKM01 N7?JgPLYCy9rL2-_RSIHxMKi9oGTXg?7u6YwjOeacQJTvSh7pobhy719u 21.6-C I 28-5-13 I 35-5-11 I 43-0-0 6-11-13 6-11-13 6-11-13 7-6-5 5x6 = 6 24 4x4 7 N 4x6 8 1.5x4 // 9 Scale = 1:76.5 4x6 = 8-11-2 8-11-2 16 25 26 15 27 14 4x4 = 4x5 II 4x6 17-3-11 25-8-5 B-4-10 8-4-10 28 13 29 12 30 11 4x5 II 3x12 MT2OHS = 4x4 = 34-0-14 43-0-0 8-4-10 8-11-2 3x8 = 10M Plate Offsets (X,Y)-- [10:0-8-0,0-0-10j LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CS I. TC 0.90 BC 0.80 WB 0.37 Matrix-MSH DEFL. in (loc) I/defl Vert(LL) -0.28 15-16 >999 Vert(CT) -0.55 13-15 >942 Horz(CT) 0.17 10 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 MT2OHS 165/146 Weight: 201 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E *Except* 1-4: 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF No.2 *Except* 9-11,3-16: 2x4 HF Stud REACTIONS. (Ib/size) 2=2538/0-5-8, 10=2339/0-5-8 Max Horz 2=152(LC 14) Max Uplift 2=-157(LC 10), 10=-127(LC 11) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4487/238, 3-5=-4268/283, 5-6=-3332/246, 6-7=-3335/248, 7-9=-4304/294, 9-10=-4526/248 BOT CHORD 2-16=-274/3894, 15-16=-157/3185, 13-15=-31/2404, 11-13=-45/3192, 10-11=-156/3935 WEBS 6-13=-139/1347, 7-13=-1164/216, 7-11=-108/942, 9-11=-638/162, 6-15=-138/1326, 5-15=-1133/213, 5-16=-99/897, 3-16=-615/157 Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 7-13, 5-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) 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 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157 Ib uplift at joint 2 and 127 Ib uplift at joint 10. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 ARN/NG - Vw#y dastpn parerrtetew and READ NOTES ON THIS AND INCLUDED MITEKFOEFERENGE PAGEMlh74T3 BEF"0 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI1 Quality Criteria, DSB-89 end BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Ply Sidhu Homes. Inc 113114128 J1051509 A10 The Truss Company (Sumner), -2-0-0 2-0-0 2 7-6-5 7-6-5 Sumner, WA - 98390, 1 IjTruss Type Common 14-6-3 6-11-13 6.00 12 IQty 4 1 Job Reference (optio,g_ 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:41:27 2019 Page 1 ID:Io3Cy3uTKM01_N7?JgPLYCy9rL2-xpaWidOarm2_irpNFJDD?8UzsP7ywp0_b7Hhmty719s 21-6-0 28-5-13 35-5-11 43-0-0 45-0-0 6-11-13 6-11-13 6-11-13 7-6-5 I2.0-0 1 5x6 = 6 25 4x4 7 Scale = 1:77.8 4x6 g .5x4 // 9 4x6 = 17 26 27 16 28 15 4x4 = 4x5 II 4x6 = 8-11-2 173-11 25-8-5 8-11-2 8-4-10 8-4-10 29 14 30 13 31 4x5 II 3x12 MT2OHS = 12 4z4 = 4x6 = 34-0-14 43-0-0 8-4-10 { 8-11-2 10 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.91 BC 0.73 WB 0.36 Matrix-MSH DEFL. in (loc) I/defl Vert(LL) -0.28 16-17 >999 Vert(CT) -0.55 14-16 >939 Horz(CT) 0.17 10 n/a L/d 360 240 n/a PLATES MT20 MT2OHS GRIP 185/148 165/146 Weight: 204 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E *Except* 1-4,8-11: 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1 &Btr WEBS 2x4 HF No.2 `Except* 9-12,3-17: 2x4 HF Stud REACTIONS. (Ib/size) 2=2534/0-5-8, 10=2534/0-5-8 Max Harz 2=-140(LC 11) Max Uplift 2=-156(LC 10), 10=-156(LC 11) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4477/238, 3-5=-4260/283, 5-6=-3324/245, 6-7=-3323/245, 7-9=4260/283, 9-10=-4477/238 BOT CHORD 2-17=-262/3886, 16-17=-145/3178, 14-16=-19/2397, 12-14=-32/3178, 10-12=-121/3886 WEBS 6-14=-138/1339, 7-14=-1151/214, 7-12=-99/898, 9-12=-615/157, 6-1(3=-137/1339, 5-16=-1151/213, 5-17=-99/898, 3-17=-615/157 Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 7-14, 5-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=l lomph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) 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 23.opsf 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, with BCDL = 7.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 Ib uplift at joint 2 and 156 Ib uplift at joint 10. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 WARNING - V rVy design parameters and READ NOTES ON THIS AND INCLUDED M(TEK REFERENCE PAGE MII-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/1PI1 Quality Criteria, DSB-89 end BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type Qty Ply Sidhu Homes, Inc 03114129 J1051509 The Tru: All early (Sumner), Sumner, WA - 98390, 6-9 12 2.0.0 6.9.12 5x8 = California 13-0-15 6.3.4 3x8 MT1BHS i 1.5x4 25 3 9-11-5 9.115 6.00 112 4x4 27 18 31 3x4 = 19-5-4 6-4-5 1 Job Reference (optional) 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:41:28 2019 Page 1 I0:1o3Cy3uTKM01_N7?JgPLYCy9rL2-P?8uvz0C?4BrK_Oap1 kFYMOBWpRt1C17gn0FIJy719r 23-1-1 23-p-12 29-11-1 36-24 i"' _. 43-0-9 45-0-0 3.2-2 0- -11 6-4-5 6-3-4 6-9-12 2.0-0 7x8 C 17 32 33 15 16 14 4x8 MT18HS 3x8 = 4x4 = 19-5-4 9-5-15 28 4x4 5x6 VVH 29 34 35 13 3x4 = 3x12 MT2OHS == 6 23 -12 4-1-8 Plate Offsets (,y)-- [2:0-1-11,Edge1111:0.1 LOADING (psf) TCLL 25.0 (Roof Snow=25.0 ) TCDL 22.5 BCLL 0.0 BCDL 7.0 ,Edge] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.91 BC 0.89 WB 0.60 Matrix-MSH DE F L. Vert(LL) Vert(CT) Horz(CT) 33.0-11 1.5x4 /7 10 30 5x8 = 43-0-0 9.5-15 9.11.5 in (Inc) 1/defl -0.46 13-14 >999 -0.76 13-14 >677 0.24 11 n/a Lid 360 240 n/a Scale = 1:82.1 PLATES GRIP MT20 185/148 MT2OHS 165/146 MT18HS 220/195 Weight: 214 Ib FT = 20% LUMBER- TOP CHORD 2x4 DF 2400F 2.0E'Except* 6-7: 2x4 HF No.2, 1-4,9-12: 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF No.2 'Except' 3-18,10-13: 2x4 HF Stud OTHERS 2x4 HF No.2 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (Ib/size) 2=2533/0-5-8, 11=2534/0-5-8 Max Horz 2=128(LC 14) Max Uplift 2=-146(LC 10), 11=-148(LC 11) Max Gray 2=3098(LC 29), 11=3091(LC 29) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5768/226, 3-5=-5275/211, 5-6=-3864/168, 6-7=-3251/177, 7-8=-3878/172, 8-10=5270/215, 10-11=-5752/230 BOT CHORD 2-18=-244/5053, 16-18=-137/4233, 14-16=0/3265, 13-14=13/4237, 11-13=-120/5038 WEBS 3-18=-726/142, 5-18=-21/742, 5-16=-1414/178, 6-16=-43/1152, 7-16=-322/266, 7-14=-72/1064, 8-14=-1356/177, 8-13>21/732, 10-13=-706/142 Structural wood sheathing directly applied, except 2-0-0 oc purlins (2-9-13 max.): 6-7. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 5-16, 7-16, 8-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) 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 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tat by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 146 Ib uplift at joint 2 and 148 Ib uplift al joint 11. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 WARNING - Y ity 4es4 a parameters eeNREi4D Nt7TES 0>4TMSAND INCLUDEC M17Ea REFERCNCEPAGEMt-7473 BEFORE USE. Resign valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design commenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiitity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPII Quality Criteria, DSB-89 and BCSII Building Componem Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco, tNC, Job J1051509 Truss 1Al2 Truss Type California Qty Ply 1 Sidhu Homes, Inc Job Reference (optional) 113114130 The Truss Company (Sumner), Sumne -2-0-0 6-1-12 2-0-0 6-1-12 4x8 = 2 8-1 } 1.5x4 \\ 2 8-11-5 3 A - 9839 ID la 11-8.15 17-5-4 17-10-15 21.6-0 5-7-4 5-8-5 0-5-11 3-7-1 6.00 t12 3x4 19 32 3x4 = 33 6x8 tc- 6 16 3417 3x8 = 4x6 3x4 = 7 RI w 17-5-4 25-6-12 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:41:30 2019 Page 1 N7?JgPLYCy9rL2-LOGeKfOSXhRZZIYywRmjdn6WYd7779cQH4VLN Cy719p 9-12 31-3-1 36-10.4 43-0-0 45.0-0 5-7-4 6-1-12 2.0-0 6x8 8 29 35 16 15 3x8 3x12 MT2OHS = 34-0-1 1 8-5-15 8-1-8 Plate Offsets,Q )-- [2:0-0-4,0-0-0], 112_0:0-4,0-0-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 BCDL 7.0 3x4 36 37 14 3x4 = 5x6 WB 30 10 1.5x4 ' 11 43-0-0 8-5-15 8-11.5 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CS!. TC 0.82 BC 0.77 WB 0.44 Matrix-MSH DEFL. in (loc) Vert(LL) -0.35 16-18 Vert(CT) -0.62 16-18 Horz(CT) 0.23 12 1/defl >999 >836 nla Lid 360 240 n/a SCele = 1; 79.1 4x8 = PLATES GRIP MT20 185/148 MT2OHS 165/146 Weight: 214 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS OTHERS 2x4 DF No.1 &Btr *Except' 6-8: 2x4 HF No.2 2x4 DF No.1 &Btr 2x4 HF No.2 'Except' 3-19,5-19,9-14,11-14: 2x4 HF Stud 2x4 HF No.2 REACTIONS. (lb/size) 2=2534/0.5-8, 12=2534/0-5-8 Max Horz 2=116(LC 14) Max Uplift 2=-135(LC 10), 12=-135(LC 11) Max Gray 2=3020(LC 29), 12=3020(LC 29) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5614/202, 3-5=-5133/190, 5-6=-3848/151, 6-7=-3260/159, 7-8=-3260/159, 8-9--3848/151,9-11=-5133/190,11-12=-5614/203 BOT CHORD 2-19=-217/4918, 18-19=-121/4144, 16-18=0/3314, 14-16=-5/4144, 12.14=101/4918 WEBS 3-19=-694/126, 5-19=-20/691, 5-18=-1275/160, 6-18=-17/1154, 7-18=-443/103, 7-16=443/103,8-16=-17/1154, 9-154-1275/160,9-14=-21/691, 11-14=-694/126 Structural wood sheathing directly applied or 1-7-8 oc purlins, except 2-0-0 oc purlins (2-10-13 max.): 6-8. Rigid ceiling directly applied cr 10-0-0 oc bracing. 1 Row at midpt 5-18, 7-18, 7-16, 9-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss ere lion, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wind: ASCE 7-10; Vuft=l lomph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) 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 23.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 Ib uplift at joint 2 and 135 lb uplift at joint 12. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. WARNING - Verify design petemeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE, Design valid for use only withMiTek connedor .Thsdesgnsbasetlontyuponparametersshown and is for an individual building component, Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responoibilihy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 DIN* Criteria, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute, 583 D1)nofrio Drive, Madison, WI 53719. December 23,2019 theTRUSSco. INC. ptb J1051509 Truss A13 Truss Type ALIFORNIA Oty Ply Sidhu Homes, Inc 4 Job Reference (optional) 113114131 The Truss Company (Sumner), Sumner, WA - 98390, -2-0-0 5-5-12 2-0-0 5-5-12 4x6 7-11-5 7-11-5 10-4-15 15-5-4 15-10)15 21-6-0 4-11-4 5-0-5 0-5-11 5-7-1 4)(4 4 6.00 112 15-5-4 7-5-15 5x6 4x8 1 6-0-12 8,330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:41:34 2019 Page 1 lalo3Cy3uTKM01_N7?JgPLYCySrL2-D9V9A0Tzawx22ysj9HrfndGCoEVO3sy0CiTZVVzy7191 29-2-4 5x8 = 31 18 17 5x8 = 2x4 11 21-6-0 27-1-1 271'12 I 35-0-11 1 38-2-15 43-0-0 5-7-1 0-5- 1 5-10-7 3-2-5 4-9-1 1-7-8 4x5 11 32 16 33 34 35 36 37 15 14 13 6x8 = 7x8 010 II JUS26 MSH29 5x8 MT18HS = 5x8 = TH0H210-3 MU528 JUS26 27-6-12 79-2-4 35-0-11 43-0-0 6-0-12 '1-7-8 5-10-7 7-11-5 Scale 180.6 Plate Offsets X,Y LOADING (psf) TCLL 25.0 (Roof Snaw=25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 8:0-5-3,Ed :0-3-8,0-2-0 2:0-3-6,0-3-0 [14:0-2-0,0-4-12] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CS!. TC 0.80 BC 0.83 WB 0.86 Matrix-MSH DEFL. in (loc) I/defl Lid Vert(LL) -0,29 13-14 >999 360 Vert(CT) -0.55 13-14 >943 240 Horz(CT) 0.14 12 n/a n/a PLATES GRIP MT20 185/148 MT1BHS 220/195 Weight: 1097 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 6-8: 2x4 DF No,1&Btr, 8-12: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF SS *Except* 12-16: 2x6 DF 2400F 2.0E WEBS 2x4 HF Stud *Except* 6-19,7-19,7-17,7-15,8-15: 2x4 HE No.2, 9-14: 2x12 DF SS REACTIONS. (lb/size) 12=12884/0-5-8, 2=6294/0-5-8 Max Horz 2=116(LC 48) Max Uplift 12=-819(LC 11), 2-377(LC 10) Max Grav 12=13301(LC 29), 2=6711(LC 29) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-13939/746, 3-5=-13484/734, 5-6=-12335/704, 6-7=-10880/652, 7-8-16918/1062, 8-9=-18832/1186, 9-10=-21919/1339, 10-11=-27130/1684, 11-12=-27669/1714 BOT CHORD 2-20=-709/12366, 19-20=-626/11659, 17-19=-758/14019, 15-17=-758/14019, 14-15=-1028/19007, 13-14=-1418/24206, 12-13=-1494/24753 WEBS 3-20=-628/117, 5-20=-36/621, 5-19=-1118/155, 6-19=-255/4968, 7-19=-5435/411, 7-15=-775/4888, 8-15=-511/7938, 9-15=-10731/804, 9-14=-779/11599, 10-14=-5781/464, 10-13=-316/4793, 11-13=-661/92 Structural wood sheathing directly applied or 5-10-15 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 6-8. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (18) 1) 4-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x12 - 3 rows staggered at 0-4-0 oc. Attach BC w/ 1/2" diem. bolls (ASTM A-307) in the center of the member wiwashers at 4-0-0 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 indica(ed. 3) VVind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=67mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psi or 1.00 times flat roof load of 25.0 psi on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide caritityidbetittax2he bottom chord and any other members, with BCDL = 7.0psf. December 23,2019 A WARNING - Verlfy design pererneters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE NIII-7473 BEFORE USE. Design valid for use only with MiTek COrmectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of Duilding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibMity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality oontrol, storage, delivery, erection and bracing, consult ANSVTPI1 Quality Criteria, DSB-89 end BCSI1 Building Component Satiny Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. (Job ss IJ1051509 A13 Truss Type ALIFORNIA 0ty Ply Sidhu Homes Inc 4 (Job Reference (optional) 113114131 The Truss Company (Sumner), NOTES- (18) 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 819 Ib uplift al joint 12 and 377 Ib uplift at joint 2. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Use USP THDH210-3 (With 46-16d nails into Girder & 16-16d nails into Truss) or equivalent at 29-2-4 from the left end to connect truss(es) to back face of bottom chord. 14) Use USP JUS26 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 4-0-0 oc max. starting at 30-11-4 from the lett end to 36-11-4 to connect truss(es) to back face of bottom chord. 15) Use USP MUS26 (With 6-10d nails into Girder & 6-10d nails into Truss) or equivalent at 34-11-4 from the left end to conned truss(es) to back face of bottom chord. 16) Use USP MSH29 (With 10d nails into Girder & 4-10d nails into Truss) or equivalent at 38-11-4 from the left end to connect truss(es) to back face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber. 18) At dimensions given in feet -inches -sixteenths (FFIISS) format. Sumner, WA - 9839fl, 8.330 s Dec 5 2019 MiTek lndusries, Inc. Fri Dec 20 15:41:34 2019 Page 2 ID: Io3Cy3uTKM01_N7?JgPLYCy9rL2-D9V9A0Tzawx?2vsj9HrfndGCoEV03sy0CITZWzy7191 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-95, 6-8=95, 8-12=-95, 2-12=-14 Concentrated Loads (Ib) Vert: 14=-8701(B) 13=-1068(B)33=-890(B)34=-981(B)35=-846(B)36=-1675(B)37=-139 4YARNlNG - Uarfy des rstnrramaten: artdREAD NOTESO TH!SAND SVDLL/000 MITEK`1? FERENCEPAGi hif 7473 BEFORE USE Design valid for use only withMiTek connectors. This design is based only upon parameters shown, and is for an individual bu11dir[g component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabikly during construction is the responsibillity of the erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and 8C08l1 Building Component Safety Information available from Truss Plate Institute, 583 D'0nofrio Drive, Madison, WI 53719. Job Truss Truss Type Qly Ply Sidhu Homes, Inc 113114132 J1051509 801 The Truss Company (Sumner), Sumner, WA .98390, ALIFORNIA GIRDER 2 Job Reference (optional) 8.33D s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:41:39 2019 Page 1 Iftlo3Cy3uTKM01_N77,1gPLYCy9rL2-a712DkX6PSZH9hkhygRqUg_89F1kE8IL_BKBAy719g -2-0-0 5-5-4 9-10-3 14-5-0 19-1-13 23-1-1 23/6-12 29-0-0 5-10-15 1 2-0-0 5-5-4 0-5-11 3-11-4 4-7-13 4-7-13 3-11-4 0-5-11 5-5-4 6.00 112 311 4x4 = JUS24 LOADING (psf) TCLL 25,0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 5-5-4 5-5-4 5x8 52 2x4 ii 53 19 54 2x4 1118 4x8 = JIJS24 JUS24 2x4 11 2x4 I l JUS24 JUS24 4x8 = Scale 1:52.6 5x8 56 2x4 11571758 16 13 JUS24 2x4 11 JUS24 2x4 11 JUS24 15 2x4 11 JUS24 14 4x6 = 12 3x8 = 2x4 I l JUS24 JUS24 11 10 9 2x4 11 2x4 11 2x4 II JUS24 JUS24 59 JUS24 4x4 = 9-10-3 14-6-0 16-0-0 19-1-13 23-6-12 f 29-0-0 I 1 4-4-15 4-7-'13 1 1-6-0 3-1-13 I 4-4-15 5-5-4 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.44 BC 0.40 WB 0.42 Matrix-MSH DEFL. in (loc) I/defl Lid Vert(LL) -0.04 18 >999 360 Vert(CT) -0,08 18 >999 240 Horz(CT) 0.01 14 n/a n/a PLATES GRIP MT20 185/148 Weight: 321 lb FT = 20% 0 LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF SS 2-0-0 oc purlins (6-0-0 max.); 3-7. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 13-3-8 except (it=length) 2=0-5-8, 16=0-3-8. (lb) - Max Horz 2=56(LC 14) Max Uplift All uplift 100 lb or less at joint(s) 8, 9 except 2=-170(LC 10), 14=-350(LC 10), 10=-275(LC 39), 15=-1482(LC 29), 16=-336(LC 10) Max Grav All reactions 250 lb or less at joint(s) 8, 12, 15 except 2=1832(LC 29), 14=2293(LC 29), 10=251(LC 31), 11=349(LC 29), 9=539(LC 29), 16.2747(LC 29) FORCES, (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2720/290, 3-4=-2195/279, 4-5=-2195/279, 5-6=-104/983, 6-7=-104/983, 7-8=-81/456 BOT CHORD 2-19=-241/2325, 18-19=-247/2300, 17-18=-36/282, 16-17=-36/282, 15-16=-36/282, 14-15=-36/282, 12-14=-256/47, 11-12=-256/47, 10-11=-256/47, 9-10=-304/59, 8-9=-304/59 MSS 3-19=0/348, 4-18=-824/189, 5-18=-241/2224, 5-17=-1269/251, 5-14=-1433/199, 6-14=-848/192, 7-14=-884/136, 7-10=-550/123 NOTES- (19) 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 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) VVInd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) 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. 5) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 8) Provide adequate drainage to prevent water ponding. 9) All plates are 1.5x4 MT20 unless otherwise indicated. 10) Gable studs spaced at 2-0-0 oc. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 December 23,2019 A, WARNING - Verify design peremelers end READ NOTES PM THIS iIIND INCLUDED MITER REFERENCE PAGE 401-74:1 6EFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability ol design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral suppod of individual web members only. Additional temporary bracing to insure stability during Construclion is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIrtP11 Quality Criteria, DSB-89 and BC5I1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. Job Truss Truss Type City IPIy [Sidhu Homes, Inc 113114132 J1051509 B01 CALIFORNIA GIRDER 1 2 ;Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390, 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:41:40 2019 Page 2 ID:Io3Cy3uTKM01_N7?JgPLYCy9rL2-2JsQQ3YkAmh8mgJtWYy31 uWJvfeDThOuaewtjcy719f NOTES- (19) 12) * This truss has been designed for a live load of 23.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 9 except (jt=Ib) 2=170. 14=350, 10=275, 15=1482, 16=336. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 16) Use USP JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 26-11-4 to connect truss(es) to back face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber. 18) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 469 Ib down and 195 Ib up at 5-8-8, 249 Ib down and 100 Ib up at 8-0-12, 232 Ib down and 102 Ib up at 10-0-12, 208 Ib down and 103 Ib up at 12-0-12, 207 Ib down and 103 Ib up at 14-0-12, 207 Ib down and 103 Ib up at 14-11-4, 208 Ib down and 103 Ib up at 16-11-4, 232 Ib down and 102 Ib up at 18-11-4, and 249 Ib down and 100 Ib up at 20-11-4, and 469 Ib down and 195 Ib up at 23-3-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 19) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-95, 3-7=95, 7-8=-95, 2-8=-14 Concentrated Loads (Ib) Vert: 3=-370 7=-370 18=-53(B) 4=-162 6=-162 14=-53(B)11=-52(B)12=-54(B)15=53(B)9=-25(B)45=-183 47=-138 48=-137 49=-137 50=-138 51=-183 52=-15(8) 53=-25(B) 54=-52(B) 55=-54(B) 56=-53(B) 57=-53(B) 58=-53(B) 59=-15(B) ® WARNING - Verfy design parameters end READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGEMY-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSITTPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job russ J1051509 B02 Truss Type Roof Special Qty 1 Ply Sidhu Homes, Inc 1 Job Reference (optional) 113114133 The Truss Company (Sumner), Sumner, WA - 98390, 8.330 s Dec 5 2019 MiTek IncluStries, Inc. Fri Dec 20 15:41:42 2019 Page 1 ID:lo3Cy3uTKM01_N7?JgPLYCy9rL2- i 9r12 iNxsOBTGdz_X6JcbvSDtxTxt32yP_oVy719d 1 -2-0-0 1 3-11-5 7-5-4 7-AO-15 12-1-6 16-10-10 , , 21-1-1 21t112 25-0-11 29-0-0 2-0-0 3-11-5 3-5-15 0-5-11 4-2-7 4-9-3 4-2-7 0- 11 3-5-15 3-11-5 2 4 20 4x6 6.00 112 1,5e4 7-5-4 4x6 = 13 3x8 = 14-6-0 3x4 = 5 2 245 12 3x4 = 3x4 = 21-6-12 48 = 7 2 7 10 3x12 MT201-16 = 3x8 = 1.5x4 8 29-0-0 Scale 1:52.8 4x6 7-5-4 7-0-12 7-0-12 7-5-4 14 0 Plate Offsets (X,Y)-- [4:0-4-0,0-1-151, [7:0-4-0,0-1-151 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 * BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 REACTIONS. (lb/size) 9=1680/Mechanical, 2=1884/0-5-8 Max Horz 28(LC 52) Max Uplift 9=-188(LC 11), 2=-219(LC 10) Max Grav 9=2007(LC 29), 2=2311(LC 29) CSI. TC 0.66 BC 0.83 VVB 0_93 Matrix-M SH DEFL. in (loc) I/defl L/d Vert(LL) -0.26 12 >999 360 Vert(CT) -0.48 12-13 >732 240 Horz(CT) 0,17 9 n/a n/a BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3777/390, 3-4=-3282/361, 4-5=-2837/342, 5-6=-3735/441, 6-7=-2871/348, 7-8=-3328/368, 8-9=-3853/405 BOT CHORD 2-13=-352/3276, 12-13=-404/3701, 10-12=-391/3707, 9-10=-325/3387 VVEBS 3-13=-499/121, 4-13=-70/960, 5-13=-1240/193, 6-10=-1226/191, 7-10=-77/999, 8-10=-585/132 PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 114 lb ET 20% Structural wood sheathing directly applied or 2-6-7 oc purlins, except 2-0-0 oc purlins (2-6-7 max.):4-7. Rigid ceiling directly applied or 8-10-14 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) Wnd: ASCE 7-10; Vu8=110mph (3-second gust) Vasd=87mph; TCDL=4.8ps1; BCDL=4.2psf; h=2511; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 pal (fiat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) 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 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 9=186, 2=219. 11) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 124 lb down and 66 Ib up at 7-11-10, 115 Ib down and 51 Ib up at 10-0-12, 112 Ib down and 54 Ib up at 12-0-12, 89 Ib down and 54 Ib up at 14-0-12, 89 Ib down and 54 lb up at 14-11-4, 112 lb down and 54 lb up at 16-11-4, and 115 lb down and 51 lb up at 18-11-4, and 124 lb down and 66 Ib up at 21-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format_ Continued on page 2 December 23,2019 WARNING- Vertry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-74 73 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. Applicability at design paramenters and proper incorporation ot component is responsibility of building designer - not truss designer. Bracing shown is Icy lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSLI1 Quality Cifterie, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onolrio Drive, Madison, WI 53719. Job J1051509 Truss B02 Truss Type Roof Special Oty Ply Sidhu Homes, Inc 113114133 The Truss Company (Sumner), Sumner, WA - 98390, LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-95, 4-7=-95, 7-9=-95, 14-17=-14 Concentrated Loads (lb) Vert: 6=-42 21=-8 22=-49 23=-42 24=-7 25=-7 27=-49 28=8 Job Reference (optional) 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:41:42 2019 Page 2 ID: Io3Cy3uTKM01_N7?JgPLYCy9rL2-_i_BrIZ_iNxs08TGdz_X6JcbvSDtxTxB2yP_oVy719d A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIE-74 3 BEFORE USE. Design valid for use only web MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 Donofrio Drive, Madison, WI 53719, theTRUSSco, INC. Job J1051509 ;Truss 803 Truss Type 1QtYTy Sidhu Homes, Inc Roof Special 1 113114134 Job Reference (optional) The Truss Company (Sumner), Sumner WA - 9839 , 8.330 s Dec 5 2019 MiTek Industries, Ino Fri Dec 20 15:41:44 2019 Page 1 ID:lo3Cy3uTKM01_N72,1gPLYCy9rL2-x46xGRbEE,CaFSdei002BkhydGsxPPpUVGu5sQy719b t -2-0-0 4-11-5 9-5-4 9-15 10-14-6-0 19-1-1 196-12 24-0-11 29-0-0 2-0-0 ; 4-11-5 4-5-15 0-5-1;1 4-7-1 4-7-1 0-5-11 4-5-15 4-11-5 4x8 9-5-4 9-5-4 4x8 = 3x8 = 4x8 = 10 12 11 9 4x8 = 3x8 -=" 1,5x4 3x8 14-6-0 5-0-12 2 - - 2 29-0-0 9-5-4 Scale- 1:52.7 448 Plate Offsets (X,Y)-- [2:Edge,0-0-4], 00-4-0,0- 5 160-4-0,0-1-151, [8:0-0- 0-4] LOADING (psf) TCLL 25,0 (Roof Snow=25,0) TCDL 22.5 BCLL 0.0 * BCDL 7 0 SPACING. 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015[TP12014 CS1. TC 0.78 BC 0.99 VVB 0..71 Matrix-MSH DEFL. in (loc) 1/dell Ud Verl(LL) -0.25 11 >999 36D Vert(CT) -0.43 9-15 >802 240 Horz(CT) 0.17 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 117 Ib FT = 20'4, LUMBER. TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 8=1767/Mechanical, 2=1970/0-5-8 Max Horz 2=80(LC 52) Max Uplift 8=-166(LC 11), 2=-196(LC 10) Max Grav 8=2187(LC 29), 2=2489(LC 29) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4105/350, 3-4=-3406/305, 4-5=-2910/295, 5-6=-2935/301, 6-7=-3440/312, 7-8=-4151/363 BOT CHORD 2-12=-321/3558, 11-12=-276/3353, 9-11=-276/3353, 8-9=-278/3643 VVEBS 3-12=-734/140, 4-12=-35/870, 5-12=-739/133, 5-9=-717/130, 6-9=-38/896, 7-9=-801/149 Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (2-7-1 max.) 4-6. Rigid ceiling directly applied or 2-2-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) VOnd: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph;,TCDL=4.8psf; BCDL=4.2psf; h=-25ft; Cat. II; Exp B; Enclosed; MVVFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roofsnow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1,00 times flat roof load of 25.0 psi on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live Icad nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 (j1=1b) 8=166,2=-196. 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) 181 Ib down and 66 Ib up at 9-11-10, 122 Ib down and 51 lb up at 12-0-12, 126 Ib down and 54 Ib up at 14-0-12, 126 lb down and 54 Ib up at 14-11-4, and 122 Ib clown and 51 Ib up at 16-11-4, and 181 lb down and 66 Ib up at 19-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. 4SSAINCASEIEIVandard December 23,2019 A WARNING - V 4fydeNpnperxmetwe a D NOTES 05 THISANOINCLUDED 5470715REFERENCE .PAGE MII-7473 , Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. ApplicabilSy of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only, Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building, designer. For general guidance regarding fabrication, quality a:intro', storage, delivery, erection and bracing, consult ANSI/TPI I Quality Catena, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive. Madison, Wi 53719, Job Truss Type [Ply Sidhu Homes, Inc 113114134 J1051509 'Truss 1E303 Roof Special The Truss Company (Sumner), Sumner, WA - 99390, LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1 15 Uniform Loads (plf) Vert: 1-4=-95, 4-6=-95, 6-8=-95, 13-16=-14 Concentrated Loads (Ib) Vert: 20=-82 21=-55 22=-56 23=-56 24=-55 25=-82 1 Job Reference (optiona))[[[.. 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:41:44 2019 Page 2 ID:lo3Cy3uTKM01_N7?JgPLYCy9rL2-x46xGRbEE?CaFSde100?BkhvdGsxPPpUVGu5s0y719b Qty 1 WA andenSRE4D NOTES OW TKISANQ INCLUDEDIK A E MII-7473 EEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building COMpOeeel, Applicability ot design parementers and proper incorporation of component is responsibility of building ilesigner - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI1 Quality Criteria, DSB-89 and BCSI1 Building Componem Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, theTRUSSco. nvc. Truss B04 Truss Type Root Special Qty Ply Sidnu Homes, Inc 113114135 ;Job 1J1051509 The Truss Company (Sumner), Sumner, WA - 98390, dif -t• 01 -2-0-0 1 1 2-0-0 4x6 = 5-11-5 5-11-5 6.00 riY 3x4 1.5x4 5-11-5 5-11-5 11-5-4 5-5-15 11-5-4 5-5-15 5x8 3x4 = Job Referencepotional) 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:41:45 2019 Page 1 ID:lo3Cy3uTKM0 _N7?JgPLYCy9rL2-PHgJTncs71KRIci8rI5YEkxD2EgEM8qwdkweePoy719a 17-1-1 17/6-12 23-0-11 29-0-0 5-2-2 0-5-11 5-5-15 1-- 5-11-5 17-6-12 6-1-8 4x6 = 9 10 = 302 MT2OHS 3x8 23-0-11 5-5-15 3x4 1.5x4 11 24 29-0-0 5-11-5 Scale = 1:52.2 3x10 = 9 Plate Offsets (X,Y)-- 15:0-4-0,0-1-151,17:0-10-0,0-0-141 LOADING (psf) TCLL 25,0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 BCDL 7.0 LUMBER - TOP CHORD BOT CHORD WEBS SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 C$1, TC 0.91 BC 0.85 VVB 0.85 Matrix-MSH DEFL. in (loc) I/defl Vert(LL) -0.21 10-11 >999 Vert(CT) -0.35 10-11 >984 Horz(CT) 0.15 7 n/a LJd 360 240 n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 123 Ib FT = 20% 2x4 DF No.1&Btr *Except* 4-5: 2x4 DF 2400F 2.0E, 5-7: 2x4 HF No.2 2x4 DF No.1&Btr *Except* 2-9: 2x4 HF No.2 2x4 HF Stud *Except* 4-10: 2x4 HF No.2 REACTIONS. (Ib/size) 7=1768/Mechanical, 2=1974/0-5-8 Max Horz 2=92(LC 14) Max Uplift 7=-148(LC 11), 2=-179(LC 10) Max Grav 7=2281(LC 29), 2=2586(LC 29) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4265/288, 3-4=-3360/271, 4-5=-2812/268, 5-6=-3331/271, 6-7=-4332/298 BOT CHORD 2-12=-272/3675, 11-12=-272/3675, 10-11=-181/2846, 8-10=-214/3741, 7-8=-214/3741 WEBS 3-11=-917/154, 4-11=-24/530, 5-10=0/622, 6-10=-1060/150 Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-6-10 max.): 4-5. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-10 1 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES. (13) 1) Wnd: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf, BCOL=4.2psf; h=2513; Cat. II; Exp 13; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (fiat roof snow); Category II; Exp B; Partially Exp.; Ct=1 .10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) 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 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=148, 2=179. 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) 233 Ib down and 75 Ib up at 11-8-8, 128 Ib down and 51 Ib up at 14-0-12, and 128 Ib down and 51 Ib up at 14-11-4, and 233 Ib down and 75 Ib up at 17-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Continued on page 2 December 23,2019 WARNING - Veiny eof,qnpeteww4w and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 SE -FORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pararrienters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality WW1* storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Ornofrio Drive, Madison, WI 53719. the TRUSSINC. Job J1051509 Truss 804 Truss Type Roof Special y Ply 1 Sidhu Homes, Inc 113114135 The Truss Company (Sumner), Sumner, WA - 98390, LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-95, 4-5=-95, 5-7=-95, 13-16=-14 Concentrated Loads (lb) Vert: 4=-134 21=-61 22=-61 23=-134 Job Reference (ptional) 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:41:45 2019 Page 2 ID:Io3Cy3uTKM01_N7?JgPLYCy9rL2-PHgJTncs?IKR1cBrl5YEkxD2EgEM8gwdkweePgy719a WARNING - Ve/ fy design parameters and READ NOTES ON THIS AND INCGUDE17 MITEK REFERSWCEPAOEhitt-7473 BEFORE USE. Dos"gn valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability daring construction is the responsibdlity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 end BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. [.(ob J1051509 The Truss Co ;Truss loos pany (Sumner), Sumner, WA - 98390, 2-0.0 4x6 = 5.11-5 6-11-5 6-11-5 6-11.5 Truss Type California 15x4 II Plate Offsets (X,Y)-- [5:0-5-0,0-1-7],[7:0-8-0,0-0.6] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 BCDL 7.0 LUMBER - TOP CHORD BOT CHORD WEBS SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 13.54 6-5.15 IQty Sidhu Homes, Inc 11 Job Reference (optional) Ply 113114136 8..330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:41:47 2019 Page 1 ID. Io3Cy3uTKM01_N7?JgPLYCy9rL2-Lf n3uTd7Wwa96eLDQ WaipMJPBTuscsuw6 E7ITiy719Y 15-1-1 0-5- 6x8 4 3x4 = 1516-12 22-0-11 0-5-11 6-5-15 1-2-2 2 4x10 5 3x8 = 13-5-4 15-6-12 6-5-15 2-1-8 ' { 21 33x4 9 8 3x12 MT20H5 = 1-5x4 11 22-0-11 5-5-15 CSI. TC 0.88 BC 0,97 WE 0.37 Matrix-M SH DEFL. in (loc) 1/dell Vert(LL) -0.19 11 >999 Vert(CT) -0,32 11-12 >999 Horz(CT) 0.15 7 n/a LJd 360 240 n/a 2 Scale = 1:52.1 3x8 29-0-0 6-11-5 PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 130 Ib FT = 20% 2x4 DF 2400F 2.0E *Except* 4-5: 2x4 HF No.2, 5-7: 2x4 DF No.1&Btr 2x4 HF No.2 *Except* 7-9: 2x4 DF No.1&Btr 2x4 HF Stud *Except* 3-11,6-10: 2x4 HF No.2 REACTIONS. (Ib/size) 7=1658/Mechanical, 2=1862/0-5-8 Max Horz 2=104(LC 14) Max Uplift 7=10B(LC 11), 2=-139(LC 10) Max Gray 7=2260(LC 29), 2=2466(LC 29) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4173/198, 3-4=-2997/173, 4-5=-2451/180, 5-6=-2973/171, 6-7=-4202/205 BOT CHORD 2-12=-197/3578, 11-12=-197/3578, 10-11=-75/2469, 8-10=-124/3606, 7-8=-124/3606 WEBS 3-11=-1232/146, 4-11=-33/639, 4-10=-273/147, 5-10=-40/749, 6-10=-1315/152, 6-8=0/263 Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (3-2-0 max.): 4-5. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 2-12. 1 Row at midpt 3=11, 6-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) Wnd: ASCE 7-10; Vult=I lomph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25f1; Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct='1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psi on overhangs non -concurrent with other live loads. 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 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 7=108, 2=139. 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) 134 Ib down and 44 Ib up at 13-8-8, and 131 Ib down and 44 Ib up at 15-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. Continued on page 2 ARN/NG - Verify design peemeters and HEAD NOTES ON THIS AND INCLUDE© MITER' REFERENCE PAGE MII-7473 aEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component Applicability al design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection and bracing, consult ANSITTPII Quddity Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53713. December 23,2019 theTRUSSco, trrc. Job J1051509 Truss B05 Truss Type Califomia Qt Ply idhu Homes, Inc 113114136 The Truss Company (Sumner), Sumner, WA - 98390, LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-95, 4-5=-95, 5-7=-95, 13-16=-14 Concentrated Loads (lb) Vert: 4=-84 20=-84 Job Reference (optional) 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:41:47 2019 Page 2 ID: lo3Cy3uTKM01 _N7?Jg PLYCy9rL2-Lfn3uTd7Wwa96vLDQ WaipMJ P BTuscsuwB E7ITiy719Y ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MII-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is its lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSITrPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 1Job 1 jJ1051509 The Truss:I-Company (Sumner), -2-0-0 2-0-0 3x6 3x6 = 'Truss 806 Sumner, WA - 98390, 7-6-4 7-6-4 Truss Type Common 6.00 I12 9-10-3 1.5.0 Qty 3 Ply Sidhu Homes, Inc Job Reference (optional) 113114137 8,330 s Dec 5 2D19 MiTek Industries, Inc. Fri Dec 20 15:41:48 2019 Page 1 ID:lo3Cy3uTKM01N7?JgPLYCy9rL2-psLS6pelHOI0k3w0_05xLarZYIFBLJb4Ous109y719X 14-6-0 21-5-12 29-0-0 1 1 6-11-12 6-11-12 7-6-4 9 18 4x4 = 5x6 = 4 19-1-13 8 19 4x6 = 17 7 4x4 = 9-10-3 9-3-11 1 1.5x4 29-0-0 Scale 1:50.5 3x6 9-10-3 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CS!. TC 0.91 BC 0.90 W8 0.34 Matrix-MSH DEFL. in (loc) 1/dell Vert(LL) -0,41 7-9 >855 Vert(CT) -0.55 7-9 >634 Horz(CT) 0,10 6 n/a Lid 360 240 n/a PLATES GRIP MT20 185/148 Weight: 111 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 DF No.18.BIr 2x4 HF No.2 2x4 HF No.2 *Except* 5-7,3-9: 2x4 HF Stud REACTIONS. (Ib/size) 6=1574/Mechanical, 2=1777/0-5-8 Max Horz 2=110(LC 14) Max Uplift 6=-86(LC 11), 2=-115(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2813(157, 3-4=-2448/169, 4-5=-2473/177, 5-6=-2811/165 BOT CHORD 2-9=-161/2405, 7-9=-25/1583, 6-7=-83/2438 WEBS 4-7=-88/957, 5-7=-773/177, 4-9=-80/904, 3-9=-735/172 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Mid: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7,0psf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=lb) 2=115, 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 V gnp.erero'etws >61 $l'E43 NOTES ON THL S AND INCLUDED AfITEK REFERENCE PAGE AVI-7473 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. Applicability of design pararnenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillay of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job ,J1051509 Truss 001 113114138 The Truss Company (Sumner), Special 1 2-1-0 2-1-0 Truss Type IQty Ply Sidhu Homes, Inc Hip Girder 1 Job Reference o ional) Sumner, WA - 98390, 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:41:51 2019 Page 1 ID:lo3Cy3uTKM01_N7?JgPLYCy9rL2-EIR1akqgda84abXPIMfezCT2P4GNYXclACs5zcUy719tJ 5-3-12 8-8-4 11-11-0 14-0-0 I I I I 3-2-12 3-4-8 3-2-12 2-1-0 6.00 112 NAILED 10x16 MT18HS 2 6x8 MT181-1S 2-1-0 10 NAILED THD28 NAILED 10x16 NAILED 3 19 20 JUS24 JUS24 Special MSH29 5-3-12 2-1-0 3-2-12 8-8-4 3-4-8 NAILED 1206 MT18HS I 4 NAILED a 21 22 JUS24 MSH29 JUS24 MSH29 NAILED 12x12 5 7 NAILED THD28 5x12 11-11-0 14-0-0 3-2-12 2-1-0 Scale: 1/2.1* Plate Offsets (X,Y)-- [1:0-4-7,Edge], [2;0-0- ,0-1-9], [2:0-10-8,0-7-12], [3:0- - ,0-2-4], [4:0-0-0,0-1-12], [4:0-3- ,Edge], [5:0-6-8,0-7-12], [5:0-0-13,0-1-9], [6:0-3-7,0-3-0], 8:0-0-0,0-1-12 LOADING (psf) TCLL 25,0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015TTPI2014 CSI. TC 1.00 BC 0.93 VVB 0,90 Matrix- M P DEFL, in (loc) I/defi L/d Vert(LL) -0.25 8-9 >656 360 Vert(CT) -0.47 8-9 >342 240 Horz(CT) 0.07 6 n/a n/a PLATES GRIP MT20 185/148 MT18HS 185/148 Weight, 218 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x8 DF 2250F 1.9E 2-0-0 oc purlins (2-7-9 max): 2-5. VVEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-10,5-7: 2x4 DF 2400F 2.0E REACTIONS. (lb/size) 1=12165/0-5-8 (req. 0-6-12), 6=7996/0-5-8 Max Horz 1=1 1(LC 66) Max Uplift 1 =-819(LC 7), 6=-51 B(LC 6) Max Grav 1=12328(LC 27), 6=8159(LC 27) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-20791/1352, 2-3=-17024/1112, 3-4=-28176/1818, 4-5=-15469/991, 5-6=-18907/1205 BOT CHORD 1-10=-1 195/18446, 9-10=-1810/28176, 8-9=-1782/28070, 7-8=-1782/28070, 67=-1056/16766 WEBS 2-10=-590/9278, 3-10=-11576/740, 3-9=-208/2932, 4-9=-662/183, 4-8=-200/3130, 4-7=-13081/841, 5-7=-526/8463 NOTES- (20) 1) n/a 2) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 2 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 2 rows staggered at 0-4-0 oc, Except member 10-3 2x4 - 1 row at 0-9-0 oc, member 3-9 2x4 - 1 row at 0-9-0 oc, member 9-4 2x4 - 1 row at 0-9-0 oc, member 4-8 2x4 - 1 row at 0-9-0 oc, member 7-4 2x4 - 1 row at 0-9-0 oc, member 7-5 2x4 - 2 rows staggered at 0-4-0 oc. 3) 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. 4) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp 6; 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) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partialty Exp.; Gl=1.10 6) Unbalanced snow loads have been considered for this design. 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent wiln any other live loads. 10) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) WARNING: Required bearing size at joint(s) 1 greater than input bearing size. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) Co ntifffialtatAt550.2 December 23,2019 A WARNING - V design peremefers and READ NOTES ON THIS AND INCLUDED M1SEK REF HENCE PAGE MI1-7473 SEPORE /JSE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is far an 'Individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building C,omponent Safely Information available hem Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco, INC. Job J1051509 Truss 01 Truss Type Hip Girder Qty PIy Sidhu Homes, Inc 113114138 3 Job Reference (optiao The Truss Company (Sumner), Sumner, WA -98390, 8330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:4152 2019 Page 2 ID:lo3Cy3uTKM01_N7?JgPLYCy9rL2-idbyx.AhFLSCRCgE803A1VVOOD9UccH_sfLVVrVV9wy719T NOTES- (20) 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Use USP JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max, starting at 4-0-12 from the left end to 10-0-12 to connect truss(es) to front face of bottom chord. 15) Use USP THD28 (With 28-16d nails into Girder & 16-10d x 1-1/2 nails into Truss) or equivalent spaced al 10-0-0 oc max, starting al 2-0-12 from the left end to 12-0-12 to connect truss(es) to back face of bottom chord. 16) Use USP MSH29 (With 10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 6-0-12 from the left end to 10-0-12 to connect truss(es) to back face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber. 18) "NAILED" indicates 3-10d (0.148x3") or 2-12d (0.148"x3.25) toe -nails per NDS guidlines. 19) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3228 lb down and 233 Ib up at 0-2-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 20) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-95, 2-5=-95, 5-6=-95, 1-6=-14 Concentrated Loads (Ib) Vert: 1=-3228(B) 10-3038(F=39, 8=-3077) 7=-2261(F=39, B=-2300) 19=-3306(F=16, 8=-3323) 20=-2284(F=16, B=-2300) 21=-2284(F=16, B=-2300) 22=-2284(F=16, 8-2300) WARNING - V design perEmatens ow I READ NOTES ON TR'S AND INCLUDED MITEK REFERENCE PAGE A/IF-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of ihe erector. Additional permanerd bracing of the overall Structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPIl Quality Cdtenn, DSB-89 and BCSIl Building Component Safety Information available from Truss Plate Institute, 583 Dlanofrio Drive, Madison, WI 53719, IJob J1051509 Truss 001 Truss Type California Girder Ply 1 Sidhu Homes, Inc 113114139 L The Truss Company (Sumner), Sumner, WA - 98390, 5-5-4 5-5-4 5x8 5-11 15 16 17 7 3x10 JUS24 JUS24 5-5-4 Job Reference (optional) 8.330 s Dec 5 2019 MiTek Induittries, Inc, Fri Dec 20 15:41:53 2018Paoe 1 lalo3Cy3uTKM01_N7?JgPLYCy9rL2-Ap9L9Wiu6mK1qqoNmnh62dZQ8u2M0dC/pZ9a3hMy719S 10-1-1 -6-1? 16-0-0 18-0-0 4-2-2 -5-11 5-5-4 2-0-0 18 4xE3 = ri 11 19 6 20 21 I I JUS24 JU524 JL624 21(4 3x4 JUS24 JUS24 10-6-12 16-0-0 3x8 5-5-4 5-1,9 5-5-4 Scale = 1:29.8 9 Plate Offsets (X,Y)-- [1:0-5-0,0-1-7], [3:0-4-0,0-1-151,14:0-10-8,0-1-9) LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 LUMBER. TOP CHORD 2x4 HF No.2 *Except* 2-3: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 REACTIONS, (lb/size) 1=1474/Mechanical, 4=1670/0-5-8 Max Horz 1=-57(LC 49) Max Uplift 1=-145(LC 10), 4=-172(LC 11) Max Grav 1=1689(LC 29), 4=1989(LC 29) CSI, TC 0.85 BC 0.52 VvB 0.17 Matrix-MSH FORCES. (Ib) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3186/317, 2-3=-2562/280, 3-4=-3005/287 BOT CHORD 1-7=-255/2753, 6-7=-262/2722, 4-6=-205/2560 VVEBS 2-7=0/379, 2-6=-262/65, 3-6=0/410 DEFL. in (loc) I/defl L/d Vert(LL) -0,07 6-7 >999 360 Vert(CT) -0 13 6-7 >999 240 Horz(CT) 0,03 4 n/a n/a BRACING - TOP CI-40RD BOT CHORD PLATES GRIP MT20 185/148 Weight: 71 lb FT = 20% Structural wood sheathing directly applied or 2-1-6 oc purlins, except 2-0-0 oc purlins (3-11-8 max.): 2-3. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (15) 1) Wind: ASCE 7-10; Vut1=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat, II; Exp 8; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 .60 plate grip DOL=1.60 2) TCLL; ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II, Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design, 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1,00 times flat roof load of 25,0 psf on overhangs non -concurrent with other live loads. 5) 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 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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) 1=145, 4=172. 10) Graphical purlin representation does not depict the size or the orientation of the purl in along the top and/or bottom chord. 11) Use USP JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 13-11-4 to connect truss(es) to front face of bottom chord, 12) Fill all nail holes where hanger is in contact with lumber. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 497 Ib down and 194 lb up at 5-8-8, and 248 Ib down and 99 Ib up at 8-0-0, and 497 Ib down and 194 lb up at 10-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 15) All dimensions given in feet -inches -sixteenths (FFIISS) format. Continued on page 2 December 23,2019 WARNING Ve#fy dello parameters and READ NOTES ON THIS AND INCLUDED MI PAGE MII-747O 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. Appicability of design paramenters and proper incorporation of component is responsibility of building designer - not buss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanern bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/WI 1 Duality Crttana, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Instrtute, 583 D'Onofrio Drive, Madison, WI 53719, theTRUSSca INC. Job J1051509 Truss lTruss Type 001 California Girder Qly Ply Sidhu Homes, Inc 1 113114139 The Truss Company (Su ner), Sumner, WA - 98 10 lo3Cy3uTI(M01_N7?J LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-95, 2-3=-95, 3-5=95, 1-4=-14 Concentrated Loads (Ib) Vert: 2=-398 13=-182 14=398 15-15(F) 16=-25(F) 17=-52(F) 18=55(F) 19=-52(F) 20=-25(F) 21=15(F) A - Vdesign perwmeters endervRdl4D NOTES THESANQ INCLU0ED MJT5KREEF?ENOEPA0E MI1-7473 LiEFORE USE, Design valid for use only with MiTek connectors, This design iS based only upon parameters shown, and is for en individual building component. Applicability of design paramemers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality oontrol, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 DiOnofrio Drive, Madison, WI 53719. Job Reference (optionaj) s Dec 5 2D19 MiTek Industries, Inc, Fri Dec 20 15:41:53 2019 Page 2 PLYCy9rL2-Ap9L9VViu6mklqgpNrimb62dZQBu2MOdQpZ9a3hMy719S theTRUSSco, INC. Job J1051509 — Truss D02 Truss Type COMMON GIRDER IQty 1 Ply 1 Sidhu Homes, Inc 113114140 The Truss Company (Sumner), Sumner, WA - 983 4-3-4 4-3-4 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow-25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 8-0-0 8-0-0 Job Reference (optionalj 8.330 s Dec 5 2019 MiTek Industries, Inc, Fri Dec 20 15:41:54 2019 Page 1 10:1o3Cy3uTKM01_N72JgPLYCy9rL2-e0ijMs1VVI3S9S_NZKUCLbr5ZnIJUI5SyopKd0py719R 8-0-0 11-8-12 16-0-0 18-0-0 1 3-8-12 3-8-12 4-3-4 2-0-0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr NO Code IRC2015fTPI2014 5x6 = 2 CS1. TC 0 99 BC 0 84 WB 0.12 Matrix-MSH 16-0-0 Scale = 1:29.7 DEFL. in (loc) 1/defl Ud Vert(LL) -0.14 5-8 >999 360 Vert(CT) -0.27 5-8 >710 240 Horz(CT) 0.02 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 54 lb FT = 20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E 'Except* 2-4: 2x4 DF No.l&Btr BOT CHORD 2x4 DF No.1&Btr VVEBS 2x4 HF Stud REACTIONS. (Ib/size) 1=860/Mechanical, 3=1074/0-5-8 Max Horz 1=-71(LC 15) Max uplift 1=-47(LC 10), 3=-78(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1247/67, 2-3-1253/73 BOT CHORD 1-5=-5/981, 3-5=-5/981 WEBS 2-5=0/359 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.5psf; BCOL=4.2psf, h=25f1; Cat. Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift al joint(s) 1, 3. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 WARNING - Voir), design pBrerneters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGE 61I1-7473 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 Applicability of design paramenters and proper incorporation crf component is responsibility of building designer - not truss designer. Br -acing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Cdterie, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute. 583 Dlanofrio Drive, Madison, WI 53719. Job J1051509 Truss Truss Type IQty Ply Sidhu Homes. Inc D03 Roof Special 113114141 The Truss Company (Sumner), Sumner, WA - 98390, 4-4-4 4-4-4 2x4 II 7 3x6 = Job Reference o tional) 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:41:55 2019 Page 1 ID' Io3Cy3uTKM01_N7?JgPLYCy9rL2-6CG5aCj8eNa038ymuCja82enKieDUNT61T3AIFy719Q 8-1-1 8-6-171 16-0-0 18-0-0 3-8-13 d-5-11 7-5-4 2-0-0 4x8 = 6 3x4 = 6_00 IT2 Scale = t:30.2 5 3246 = Plate Offsets (X,Y)-- j3:0-4-00-1-15j, (4:0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22,5 BCLL 0.0 " BCDL 7.0 8-6-12 SPACING- 2-0-0 Plate Grip COL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.81 BC 0.88 WH 0.78 Matrix-MSH DEFL. in (loc) 1/defl L/d Vert(LL) -0.16 6-10 >999 360 Vert(CT) -0.27 6-10 >711 240 Horz(CT) 0.02 4 n/a n/a LUMBER - TOP CHORD 2x4 HF No.2 *Except* 3-5: 2x4 DF 2400F 2.0E BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight: 64 lb FT==20% Structural wood sheathing directly applied or 2-4-4 oc purlins, except end verticals, and 2-0.0 oc purlins (5-0-5 max.): 1-3. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=1066/0-5-8, 7=852/Mechanical Max Horz 7=-118(LC 8) Max Uplift 4=-74(LC 11), 7=-69(LC 6) Max Gray 4=1350(LC 26), 7=1082(LC 25) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-7=-252/32, 2-3=-1028/61, 3-4=-1344/32 BOT CHORD 6-7=-19/906, 4-6=0/1026 WEBS 2-7=-1176/107, 2-6=-15/493 NOTES. (11) 1) Wind: ASCE 7.10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.Bpsf; BCDL=4.2ps1; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psi or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members. 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) 4, 7. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 A WARNING - Verify design perenrcsers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid far use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component Appicab8hy of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery,erection and bracing, consult ANSUTPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss late Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Qty Ply Sidhu Homes. Inc 113114142 J1051509 The Truss D04 pany (Sumner), Sumner, WA - 98390, 5x6 = 7 1.5x4 11 1 6-6-12 Truss Type Root Special {Fr171 0.5-11 4x8 4x6 = 1 Job Reference (optional) 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15141156 2019 Page 1 10:1o3Cy3uTKM01_N7?JgPLYCy9rL2-a0gTnYkrnPgith IXySvEpgG6v453PDw5FG 7pj Ihy719P 11-0-11 16-0-0 18-0.0 4-5-15 4-11-5 2-0-0 12 Scale = 1:31.5 1.5x4 - 16-0-0 6.00 112 4x5 = 6-6-12 LOADING (psf) TCLL 25.0 (Root Snow=25.0) TCDL 22.5 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 1.00 BC 0.56 WI 0.44 Mat rix-MSH 9-5-4 DEFL. in (loc) 1/defl Vert(LL) -0.16 6-10 >999 Vert(CT) -0.29 6-10 >654 Horz(CT) 0.02 4 nla Lid 360 240 n/a PLATES GRIP MT20 185/148 Weight: 68 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E *Except' 2-5: 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 1-6: 2x4 HF No.2 REACTIONS. (lb/size) 7=852/Mechanical, 4=1066/0-5-8 Max Horz 7=-146(LC 8) Max. Uplift 7=-66(LC 6), 4=-82(LC 11) Max Gray 7=995(LC 25), 4=1426(LC 26) FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 1-7=-958/83, 1-2=-804/66, 2-3=-1057/50, 3-4=-1776/100 BOT CHORD 4-6=-18/1485 WEBS 1-6=-47/975, 2-6=-254/85, 3-6=-769/119 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat I1; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ci=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 7) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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) 7, 4. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 A d RE, 40 NOTESONTHF$ANQ lWCLUDED MIiEK REFERENCE PAGE 400-7473 6EFORE USE. ign valid for use only with MiTek connectors, This design is based only upon parameters mown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shows is for lateral support of individual web members only. Additional temporary bracing to insure Stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 end BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss J1051509 D05 Truss Type Roof Special Qty Ply 1 Sidhu Homes, Inc 113114143 The Truss Company (Sumner), Sumner, WA - 9839D, 3x6 = 8 1.5x4 11 4-1-1 4-1-1 4-6-12 47671? 075-11 4x6 7 4x8 = 12 10-0-11 5-5-15 10-0-1' Job Reference (optional) 8,330 s Dec 5 2019 MiTek Induntries, Inc, Fri Dec 20 15:41:57 2019 Page 1 ID:to3Cy3uTKM01_N72.1gPLYCy9rL2-2bOr?t10kokJS68?c12DTj7F1/0myMOUnYHq7y7190 16-0-0 , 18-0-0 5-11-5 2-0-0 3x4 1.5x4 6.00 112 16-0-0 4x4 = 4-6-12 5-5-15 5-11-5 Scale' 1:36.0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCOL 22.5 BCLL 0,0 • BCDL 7,0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IRC2015TTP12014 CS!. TC 0 78 BC 0 49 VVB 0 84 Matrix-MSH DEFL. in (loc) I/defl LJd Vert(LL) -0.06 6-11 >999 360 Vert(CT) -0.11 6-11 >999 240 Horz(CT) 0.03 4 rife n/a LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 VVEBS 2x4 HF Stud REACTIONS. (Ib/size) 8=-852/Mechanical, 4=1066/0-5-8 Max Horz 8=-174(LC 8) Max Uplift 8=61(LC 6), 4=-85(LC 11) Max Grav 8=904(LC 26), 4=1482(LC 26) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-875/71, 1-2=-597/77, 2-3=-864/60, 3-4=-1851/82 BOT CHORD 6-7=0/1519, 4-6=0/1519 WEBS 1-7=-62/966, 2-7=-255/76, 3-7=-1053/117 BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight 73 Ib FT h 20% Structural wood sheathing directly applied or 3-5-2 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wnd: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; CatII; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL; ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Reter 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) 8, 4. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) All dimensions given in feet -inches -sixteenths (FFIISS) forrnat. December 23,2019 WARNING., Vent), design perenleiers era READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 581-74 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for loteral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building, designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSOPII Quality Crfteda, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 EFOloofrio Drive, Madison, WI 53719. Job Truss J1051509 D05 Truss Type Roof Special Girder y )Ply Sidhu Homes, hic 113114144 3 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390, 8.330 s Dec 5 2019 MiTek industries, Inc. Fri Dec 20 15:41:59 2019 Page ID:lo3Cy3uTKM01_iN7?JgPLYCy9rL2-2zWcP2meib5SYIGX71olAflupUZJ4z0.9Lhy510u0y719M 2-5-9 2 11 7-0-11 11-1-2 15-0-0 2-5-9 0-5-1 4-1-7 4-0-6 4-10-14 6x6 = 4x4 14 15 9 8 3x12 MT2OHS MSH29 10x1 0 MSH29 16 MSH29 2-11-4 7-0-11 5x6 17 7 16 19 6 20 5x8 II MSH29 MSH29 11-1-2 3x10 II MSH29 MSH29 16-0-0 4>43 — 2-11-4 4-1-7 4-0-6 4-10-14 Scale mi 1:44.1 Plate Offsets (X,Y)-- [1:0-1-12,D-2-41, [3:0-1-8,0-1-81, [5:0-4-0,0-1-15], [7:0-5-8,Edgel LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS VVEBS 2x4 HF Stud *Except* 1-8: 2x4 HE No.2 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 REACTIONS. (lb/size) 9=8486/Mechanical, 5=6601/0-5-8 Max Horz 9=-183(LC 6) Max Uplift 9=-556(LC 11), 5=-491(LC 11) Max Gras 9=8715(LC 25), 5=6945(LC 25) CS I. TC 0.73 BC 0.63 WB 0.91 Matrix-MSH DEFL. in (loc) I/defl Led Vert(LL) -0.14 6-7 >999 360 Vert(CT) -0.23 6-7 >838 240 Horz(CT) 0.04 5 n/a n/a BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-9=-7744/518, 1-2=-3321/261, 2-3=-3858/272, 3-4=-9463/624, 4-5=-14384/1014 BOT CHORD 7-8=-456/8362, 6-7=-861/12787, 5-6=-861/12787 WEBS 1-8=-545/8300, 2-8=-198/1406, 3-8=-7398/551, 3-7=-479/7291, 4-7=-5154/472, 4-6=-343/4284 PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 287 lb FT = 20% Structural wood sheathing directly applied or 4-10-12 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. Rigid ceiling directly applied cr 10-0-0 oc bracing. NOTES- (15) 1) 3-ply truss to be connected together with 10d (0,131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Cl=1.10 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 9) This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 9=556, 5=491. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Use USP MSH29 (With 10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 2-0-0 cc max, starling at 1-4-4 from the lett end to 12-4-4 to connect truss(es) to back face of bottom chord, 14) Fill all nail holes where hanger is in contact with lumber. 056tiAllidirrernisips iven in feet -inches -sixteenths (FFIISS) forrnat. December 23,2019 WARNING - Verify design pemrnetef s 14fE.qD WOTESOM TH AND INCLUDED REFERENCE PAGE MI1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is tot lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillhy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI1 Quality Criteria, DSB-89 and BCS41 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco, INC Job Truss 1Truss Type J1051509 D06 Roof Special Girder The Truss Company (Sumner), Sumner, WA 98390 City Ply Sidhu HOMeS, no 113114144 1 Job Reference (optimal) 8,330 s Dec 5 2019 Maelf Industries: Inc. Fri Dec 20 15:41:59 2019 Page 2 ID:lo3Cy3i)TKM01_N7?„19PLYCy9rL2.-",?zWcPZmeib5SYIGX7loWlupUZJ4z09Lhy510u0y719/Y1 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1:15, Plate Increase-1 15 Uniform Loads (plf) Vert: 1-2=-95, 2-5=-95, 5-9.--14 Concentrated Loads (Ib) Vert: 14=-1560(B) 15=-1560(B) 16=-1560(B) 17=-2246(B) 18=-2267(B) 19-2173(B) 20=-1993(B) V ' n pivemetens end HI DINCLUDEO MITEK 7 PAGE W-7473 6EFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for en individual building component. Applicability of design pararnemers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown iS fOr lateral support of individual web members only. Additional temporary bracing to insure stabilay during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance r eg a r ding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute. 583 D'Onofrio Drive, Madison, WI 53719. Job !Truss 0 E01 The Truss Company (Sumner), Sumner, WA - 96390, -2-0-0 2-0-0 Truss Type GABLE 7-5-8 7-5-8 7-5-8 7-5-8 ID 4x4 = y 1 Ply 1 Sidhu Home b Reference 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri De o3Cy3uTKM01_N7?JgPLYCy9rL2-T94 dvnHSvDJAvrihlJ 14-11-0 7-5-8 14-11-0 7-5-8 113114145 5:42:00 2019 Page 1 VjSi9pGrAInxRSy719L 2-0-0 Scale = 1:37.2 Plate Offsets (X,Y)-- [2:0-1-11,0-2-0], [2:0-6-1,Edge], [3:0-2-0,0-0-4], [3:0-2-0,0-0-4], [4:0-1-11,0-2-0], [4:0-6-1,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2015/TP12014 CSI. TC 0.78 BC 0.47 WB 0.10 Matrix -MP DEFL. in (loc) I/dell L/d Vert(LL) -0.07 6-24 >999 360 Vert(CT) -0.14 6-24 >999 240 Horz(CT) 0.02 2 n/a n/a LUMBER - TOP CHORD 2x4 HF No.2 `Except* 2-3,3-4: 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 2=1065/0-5-8, 4=1001/0-5.8 Max Horz 2=-108(LC 8) Max Uplift 2=86(LC 10), 4=-74(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-914/51, 3-4=-915/52 BOT CHORD 2-6=0/595, 4-6=0/595 WEBS 3-6=0/298 BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight: 85 Ib FT = 20% Structural wood sheathing directly applied or 3-3-3 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL.=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIffPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psi on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 9) ' This truss has been designed for a live load of 23.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 11) No notches allowed in overhang and 20000 from left end and 20000 from right end or 12" along rake from scarf, whichever is larger. Minimum 1.5x4 tie plates required at 2-0-0 o.c. maximum between the stacking chords. For edge -wise notching, provide at least one tie plate between each notch. 12) All dimensions given in feel -inches -sixteenths (FFIISS) format. December 23,2019 - V&fy r pewme{ats arr,•YREAD NO7ES t3N ittfSANB 7NCLUOEP MR8K REFERENCE PAGE Ml1-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, end is for an individual building component. Applicability of design paramemers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral suppon of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of he overall structure is the responsibility of the building designer. For general guidance regarding tabricat ion, quality control, storage, delivery,erection and bracing, consult ANSVTPI1 Quality Criteria, OSe-89 end BCSI1 Budding Component Safety Intonnedon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. INC, [Job J1051509 Truss E02 Truss Type ommon 0 ty il Ply 1 Sidhu Homes, Inc 113114146 The Truss Co pany (Sumner), Sumner, WA - 98390, -2-0-0 2-0-0 Job ReferenbeAtaptioaap 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:42:01 2019 Page 1 ID:lo3Cy3uTKM01_N7?JgPLYCy9rL2-xtvIdMqFovDDLAn3QwESq_Njunx6iLuFK PPWUzyy719K 7-5-8 14-11-0 16-11-0 I 1 i 7-5-8 7-5-8 2-0-0 4x4 = 3 7-5-8 14-11-0 7-5-8 7-5-8 Scale = 1:34.6 Plate Offsets (X,Y)-- [2:0-0-8,Edgeb [4:0-0-8,Edge] LOADING (psf) TCLL 25.0 (Root Snow=25.0) TCDL 22.5 BCLL 0.0 • BCDL 7 0 SPACING. 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015fTPI2014 CS I. TC 0.93 BC 0.77 WB 0.12 Matrix -MP DEFL. in (loc) I/defl Ud Vert(LL) -0,11 6-12 >999 360 Vert(CT) -0.22 6-12 >798 240 Horz(CT) 0.01 4 n/a nia PLATES GRIP MT20 185/148 Weight: 54 lb FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS, (Ib/size) 2=1003/0-3-8, 4=1003/0-3-8 Max Horz 2=112(LC 8) Max Uplift 2-70(LC 10), 4=-70(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-943/57, 3-4=-943/56 BOT CHORD 2-6=0/610, 4-6=0/610 VVEBS 3-6=0/335 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf: BCDL=4.2psf; h=25ft; Cat. II; Exp B, Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B: Partially Exp.; Ct=1,10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof toad of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 4. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 A WARNING V and READ NOTES ON THIS AWD INCLUDED MITER REFERENCE PAGE MI1-7473 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 Applicability of design pararnenters and proper incorporation of component is responsibility of building designer - not truss designer, Bracing shown is for lateral suppod of individual web members only, Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanerrt bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality odntrol, s-torage, delivery, erection and bfacing, consult ANSI/TPIl Quality Criteria, DSB-89 and BCSIl Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. [Job J1051509 Truss Truss Type E03 ommon Qty Ply ISidhu Homes, Inc IJob Reference (optional) 113114147 The True Company (Sumner), Sumner, WA 98390, 5x6 II 7-0-0 7-0-0 7-0-0 7-0-0 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:42:02 2019 Page 1 ID:Io3Cy3uTKM01_N7?JgPLYCy9rL2-PYBk2bpX_WTOPO?6oALDwXRxgW1 _did7e3G2VLy719J 14-0-0 7-0-0 4x4 = 3 6 1.5x4 II 5x6 I I 14-0-0 7-0-0 Scale= 1;33.1 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI, TC 1.00 BC 0,87 WB 0.11 Matrix -MP DEFL. in (loc) 1/dell Vert(LL) -0.11 6-9 >999 Vert(CT) -0.20 6-9 >853 Horz(CT) 0.05 1 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight; 48 Ib FT = 20% LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud -H 2-6-0, Right 2x4 HF Stud -H 2-6-0 REACTIONS. (lb/size) 1=763/Mechanical, 5=763/Mechanical Max Horz 1=83(LC 7) Max Uplift 1=-36(LC 10), 5=-36(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-3=-700/69, 3-5=-700/69 BOT CHORD 1-6=-2/582, 5-6=2/582 WEBS 3-6=0/325 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Wnd: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 1/1 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 withslanding 100 Ib uplift at joint(s) 1, 5. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. A>x'iN1NG- Verrt9y design peremerers and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI1.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon param ers shown, end is for an ntl'vitlua building component. ent, Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is fex lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance reggo>6ng fabrication, quality control, storage, delivery, erection and bracing, consult ANS1TPI1 Quality Criteria, DS&89 and BCSI1 Building Component SafetyInformation available from Truss Plate Institute, 583 DY)nofrio Drive, Madison, WI 53719. December 23,2019 theTRUSSca. INC. Job J1051509 Truss J22 Truss Type Jack -Open 5 113114148 The Truss Company (Sumner). Sumner, WA - 9839D, LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 " BCDL 7.0 1 -2-0-0 2-0-0 Qty iFIy ISidhu Homes, Inc L 1 Job Reference (optional), 8.330 s Dec 5 2019 MiTek Industries, Inc. Fr; Dec 20 15:42:05 2019 Page 1 ID:Io3Cy3uTKM01_N7?JgPLYCy9rL2-p7ttgdrPHRrbGgjhTlvwY92bQkFZg46aK1 Ui6gy719G 1.10-15 1.10-15 2-0 2-0-0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CST. TC 0.39 BC 0.11 WB 0.00 Matnx-MP DEFL. in (loc) 1/defl Ud Vert(LL) 0,00 7 >999 360 Vert(CT) 0.00 7 >999 240 Horz(CT) -0,00 2 n/a n/a Scale= 1:11.8 PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 BOT CHORD REACTIONS. (lb/size) 3=25/Mechanical, 2=393/0-5-8, 4=-19/Mechanical Max Horz 2=50(LC 10) Max Uplift 3=12(LC 16), 2=-50(LC 10), 4=-29(LC 16) Max Gray 3=28(LC 17), 2=394(LC 17), 4=12(LC 6) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 1-10-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wnd: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=4,8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof Toad of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 6) " This truss has been designed for a live Toad of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2, 4. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 Vettiy design parameters err✓ READ NOTES ON THIS AND INCLUDED MRFK REFERENCE PAGE Mf1-7473 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. Applicability of design paramenters end proper incorporation of component is responsibility of building designer - not Truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of me erector. Additional permanem bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery,erection and bracing,consult ANSIRPI1 Quality Critada, DSB-89 end BCSI1 Building Component Safety Information available from Truss late Institute, 583 Donofrio Drive, Madison, WI 53719. theTRUSSco. INC. [gob J1051509 Truss J22X The Truss Company (Sumner), Sumner, WA - 98 Truss Type Jack -Open 1 3x4 = Oty 113114149 0 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:42:05 2019 Page 1 ID:Io3Cy3uTKM01_N77JgPLYCy9rL2-p7ttgdrPHRrbGgjhTlvwY92hgkGNg46aK1 U16gy719G 1-10-15 210-D 1-10-15 0-1 1-10-15 1-10-15 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1 15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.05 BC 0.06 WB 0.00 Matrix -MP DEFL. in (loc) I/deft Ltd Vert(LL) -0.00 6 >999 360 Vert(CT) -0.00 6 >999 240 Horz(CT) 0.00 1 n/a n/a REACTIONS. (Ib/size) 1=105/0-5-8, 2=73/Mechanical, 3=30/Mechanical Max Horz 1=26(LC 10) Max Uplift 1 —2(LC 10), 2=-17(LC 10) Max Gray 1=105(LC 1), 2=73(LC 1), 3=36(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Scale .= 1:9.4 PLATES GRIP MT20 185/148 Weight; 5 Ib FT = 20% Structural wood sheathing directly applied or 2-0-0 oc purlins, Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Wnd: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25f1; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct==1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load o1 23.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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) 1, 2. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 Ua7fpdastgn pererneters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 BEFORE USE. ton valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design peramenters and proper incorporation of component is responsibility of buikding designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibitlity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI1 Quality Criteria, OSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Orrofrio Drive, Madison, WI 53719. Job J1051509 Truss J24 Truss Type Jack -Open Qty 4 Ply 1 Sidhu Homes, Inc 113114150 The Truss Company (Sumner), Sumner, WA - 98390, -2-0-0 2-0-0 Job Reference (optional) 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:42:06 2019 Page 1 ID: lo3Cy3uTKM01_N7?JgP LYCy9rL2-HJRFlys121zSuctIt1?094NbmA7bIZXMjZhEFe6y719F 2-0-0 3-10-15 2-0-0 1-10-15 2-0-0 2-0-0 (NI Scale = 1:17.0 Plate Offsets (X,Y)-- [2:Edge,0-0-4] LOADING (psf) TOLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 * BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CS,. TO 0.39 BC 0.08 VVB 0.00 Matrix -MP DEFL. in (loc) Vdefl Vert(LL) 0.00 7 >999 Vert(CT) -0.00 7 >999 Horz(CT) -0.00 2 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 10 Ib FT = 20% REACTIONS. (Ib/size) 3=124/Mechanical, 2=427/0-5-8, 4=33/Mechanical Max Horz 2=77(LC 10) Max Uplift 3=-33(LC 10), 2=-46(LC 10), 4=-17(LC 16) Max Grav 3=138(LC 17), 2=430(LC 17), 4=40(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BODL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2, 4. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 A WARNING - Verify design pammeters and READ NOTES OW THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillky of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabncation, quality control, storage, delivery, erection and bracing, consult ANSiMi'll Quality Criteria, DSB.89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC ,Job 0 The Truss Truss -Truss Type J24X Jack -Open pany (Sumner), Sumner, WA - 98390, Qty 2 Ply Sidhu Homes, Inc 113114151 b Reference o«tional)„ Dec 5 2019 MiTek Indu.atries, Inc. Fri Dec 20 15:42:07 2019 Page 1 I D:Io3Cy3uTKM01 _N77JgP LYCy9rL2-mV1nd51tgp35JW_l3bjxOda8zlXuXl_ctnLzpAYy719E 2-0-0 3-10-15 3x4 = 2-0-0 1-10-15 2-0-0 2-0-0 6.00 112 7 Scale = 1 14 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 I SPACING- 2-0-0 I CSI, Plate Grip DOL 1.15 ITC 0.21 Lumber COL 1.15 I BC 0.27 Rep Stress Incr YES i WB 0.00 Code IRC2015/TP12014 Matrix -MP DEFL. in (loc) Weft L/d Vert(LL) -0.00 3-6 >999 360 Vert(CT) -0.01 3-6 >999 240 Horz(CT) 0.00 1 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 BOT CHORD REACTIONS. (lb/size) 1=152/0-3-8, 2=135/Mechanical, 3=107/Mechanical Max Horz 1=53(LC 10) Max Uplift 2=-35(LC 10), 3=-18(LC 10) Max Gray 1=152(LC 17), 2=139(LC 17), 3=107(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 185/148 Weight: 8 lb FT = 20% Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Wind; ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf: BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psi (flat roof snow); Category II; Exp B; Partially Exp.; C1=1.10 3) Unbalanced snow loads have been considered for this design. 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 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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, 3. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. ARMING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 BEFOR sign valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for en individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer, Bracing shown is for lateral suppon of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consull ANSIRPII Quality Criteria, DSB-89 end BCSIS Budding Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. December 23,2019 theTRUSSco, INC. Job Truss J1051509 J26 Truss Type Jack -Open Qty 2 Ply Sidhu Homes. Inc Job Reference (optional) 113114152 The Truss Company (Sumner), Sumner. WA-98390, LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 BCDL 7.0 1 -2-0-0 2-0-0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 1 2-0-0 2-0-0 2-0-0 2-0-0 CS!. TC 0.57 8C 0.42 WB 0.00 Matrix -MP 8.330 s Dec 5 2019 MTek Industries, Inc. Fri Dec 20 15:42:05 2019 Page 1 ID:to3Cy3uTKM01 N7?JgPLYCy9rL2-EiZOletlaMI0A78SG9QSd9og3pxBL1Rs007jMj?y719D 5.10-15 3-10-15 DEFL. in (loc) I/deft L/d Vert(LL) -0.01 4-7 >999 360 Vert(CT) -0.02 4-7 >999 240 Horz(CT) -0.00 3 n/a n/a Scale = 1:22.2 b O PLATES GRIP MT20 185/148 Weight: 13 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=199/Mechanical, 2=425/0-5-8, 4=150/Mechanical Max Horz 2=105(LC 10) Max Uplift 3=-52(LC 10), 2=-31(LC 10), 4=-34(LC 10) Max Gray 3=230(LC 17), 2=425(LC 17), 4=164(LC 17) FORCES. (Ib) • Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wmd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp 6; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; C1==1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss 10 truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2, 4. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 A WARNING - VerMy design puffer -ewers end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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. Applicabilily of design paramenters and proper incorporation of component is responsibil"dy of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanera bracing of the overall stnrcture is the responsibility of the building designer. For general guidance regarding fabrication, qualiy control, storage, delivery, erection and bracing, consult ANSVIPI1 Quality Crneda, DSB-89 end BCSII Building Component Safety Information available tmm Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. IJob J1051509 Truss J1D1 Truss Type Jack -Open Oty 2 Ply Sidhu Ho es, Inc 113114153 The Tru-s-s-Oompany (Sumner), Sumner, WA 98390, -2-0-0 2-0-0 Job Reference (optiopal) 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:42:03 2019 Page 1 I D:lo3Cy3uTKI1/101_N7?JgP LYCy9rL2-tkl7Fxp9Icibt1NZIMIsSSkzFwwZ3MAdblIpb1ny7191 1-10-15 1-10-15 1.10-15 1-10-15 Scaler. 1:11.8 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRG2015/TP12014 CSI. TC 0.39 BC 0.11 VVB 0.00 Matrix -MP DEFL. in (loc) I/defl L/d Vert(LL) 0.00 7 >999 360 Vert(CT) 0.00 7 >999 240 Horz(CT) -0.00 2 rila n/a PLATES GRIP MT20 185/148 Weight: 7 Ib FT 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 BOT CHORD REACTIONS. (lb/size) 3.26/MechanicaL 2=394/0-5-8, 4=-22/Mechanical Max Horz 2=50(LC 10) Max Uplift 3=-11(LC 16), 2=-51(LC 10), 4=-33(LC 16) Max Grav 3=29(LC 17), 2.395(LC 17), 4=13(LC 6) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown Structural wood sheathing directly applied or 1-10-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wnd: ASCE 7-10; Vuft=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=-25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct-1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed fora live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2, 4. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 A WARNING - Veify design peremeters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M7I-7473 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. Applicability of design perementers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding labriCation, quality control, storage, delivery, erection and bracing consult ANSITTPII QuNity Ctiteda, DSB-89 and BCSII Building Component Safety information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job J1051509 ;Truss J102 Truss Type Jack -Open pty PIy Sidhu Homes, Inc 113114154 The Truss Company (Sumner), Sumner, WA - 98390, Job Reference toption) 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:42:04 2015 Page 1 ID:to3Cy3uTKM01_N7?JgPLYCy9rL2-LxJVTHqnVV8j1feVV8LIwaNh?yVVQgKvH5dsQ5N19aDy719H -2-0-0 2-1-0 2-0-0 2-1-0 2-1-0 2-1-0 0 Scale 1:12.3 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. VC 0.39 BC 0.11 VVB 0.00 Matrix -MP DEFL. in (loc) Vert(LL) 0.00 7 Vert(CT) 0.00 7 Horz(CT) -0.00 2 I/defl >999 >999 n/a Ltd 360 240 n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% REACTIONS, (lb/size) 3=33/Mechanical, 2=394/0-5-8, 4=-17/Mechanical Max Horz 2=52(LC 10) Max Uplift 3=-9(LC 10), 2=-50(LC 10), 4=-29(LC 16) Max Grav 3=37(LC 17), 2=395(LC 17), 4=14(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING. TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-1-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wnd: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=-4.2psf; h=25ft; Cat. II: Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; C1=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift al joint(s) 3, 2, 4. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 WARNING - Verify design peremeters end READ NOTES ON 7-14S AND INCLUDED MITEK REFERENCE PAGE MII-7473 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 Applicability of design paramenters and proper incorporation of component is re-sponsibility of building designer not truss designer. Bracing show is for lateral suppon of individual web members only. Additional temporary bracing to insure stability during construction is lTe responsibillity ot the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and braCing, consult ANSMI1Outiiky Criteria, DSB-89 end BOSI1 Building Component Safety information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job J1051509 Truss J602 (Truss Type (Jack -Open Ply Sidhu Homes, In 113114155 Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 9839{i, 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:42:08 2019 Page 1 ID:Io3Cy3uTKM01_N7?JgPLYCy9rL2-EiZOlelIaMDA78SG90Sd9og5fxF71 Rs00?jMj?y719D -2-0-0 1-10-15 2-0-0 1-10-15 1-10-15 6-0-0 1-10-15 4-1-1 4 Scale = 1:15.4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 LUMBER - TOP CHORD 2x4 HE No.2 BOT CHORD 2x4 HE No.2 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2015/TPI2014 CSI. DEFL. in (loc) I/deft Lid TC 0.39 Vert(LL) -0.03 4-7 >999 360 BC 0.18 j Vert(CT) -0.05 4-7 >999 240 WB 0,00 Horz(CT) 0.00 3 nla nla Matrix -MP 1 REACTIONS. (Ib/size) 3=34/Mechanical, 2=392/0-3-8, 4=28/Mechanical Max Horz 2=50(LC 10) Max Uplift 3=-10(LC 16), 2=-47(LC 10) Max Gray 3=83(LC 5), 2=393(LC 17), 4=73(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wnd: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 4RNtNG- Uartyy dest r peranaefers and READ NO7ES ciN THIS AND INCLUDED MI7EK REFERENCE PAGE MIF7473 SEFORE USE. n valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building Component_ Applicability of design paramenters end proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualdy control, storage, delivery, erection and bracing consult ANSUTPI1 Quality Citted°, OSB-89 end BCSI1 Building Component Safety Information available from Truss Plale Ins -gluts, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSScca INC. Job J1051509 Truss J604 Truss Type Jack -Open City Ply Sidhu Homes, Inc 113114156 The Truss Company (Sumner), Sumner, WA - 983 -2-0-0 Job Reference (optional 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:42:09 2019 Page 1 ID:Io3Cy3uTKM01_N7?JgPLYCy9rL2-iu60W uwLgL1111Si8zsi?DGPLanmu69FfSwFRy719C 3-10-15 2-0-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 310-15 3-10-15 0-15 SPACING. 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015fTP12014 CSI. TC 0.39 BC 0.22 WB 0.00 Matrix -MP 0 Scale = 1:16.8 DEFL. in (loc) I/deft Lid Vert(LL) -0.04 5-8 >999 360 Vert(CT) -0.08 5-8 >906 240 Horz(CT) 0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 15 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=140/Mechanical, 2=461/0-3-8, 5=38/Mechanical Max Horz 2=77(LC 10) Max Uplift 3=-29(LC 10), 2=-38(LC 10) Max Gray 3=156(LC 17), 2=467(LC 17), 5=86(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wnd: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat, II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer 10 girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. WARNING - YerrYy dasrgzr peremelers and READ NOTE& ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 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. Applicability of design paramenters and proper incorporation of component i5 responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilihy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance r arcing fabrication, quality control, storage, delivery,erection and bracing, consult ANSVTPII Quality Criteda, DSB-89 and BCCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. December 23,2019 theTRUSSto, INC Job truss Qty Ply Sidhu Homes, Inc 113114157 J1051509 Is.1605 The Truss Company (Sumner), Sumner, WA - 98390, Truss Type Jack -Open -2-0-0 4 1 Job Reference (o2(io2al1. 8.330 s Dec 5 2019 MiTek Inductries, Inc. Fri Dec 20 15:42:10 2019 Page 1 ID:lo3Cy3uTKM01_N72.1gPLYCy9rL2-A5gmjKyY6_TuNRceGrU5FDmNolucVLLJUJCTrity71913 5-10-15 2-0-0 5-10-15 5- Scale 1:21.7 Plate Offsets (X,Y)-- [2:0-0-8,Edgel LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22 5 BCLL 0.0 • BCDL 7 0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.67 BC 0.37 VVB 0.00 Matrix -MP REACTIONS. (Ib/size) 3=223/Mechanical, 2=542/0-5-8, 4=63/Mechanical Max Horz 2=105(LC 10) Max Uplift 3=-54(LC 10), 2=-42(LC 10) Max Grav 3=255(LC 17), 2=552(LC 17), 4.99(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (1b) or less except when shown. DEFL. in (loc) I/defl L/d Vert(a) -0.06 4-7 >999 360 Vert(CT) -0.14 4-7 >527 240 Horz(CT) 0.00 2 n/a n/a BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight: 17 lb FT = 20% Structural wood sheathing directly applied or 5-10-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss ertion, in accordance with Stabilizer Installation ouide. NOTES- (9) 1) Wnd: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf: BCDL=4.2psf; h=25ft; Cat. 11; Exp Et; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.D psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times fiat roof load of 25,0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, 6) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 WAR8'tPG - VenTy drvig perArrroters earl READ NOTES ON THIS AND INCLUDE° WEB REFERENCE PAGE AIII-7973 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. Applicetiaty of design paramenters and proper incorporation of component is responsibility of building designer. not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing Mine overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTP11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job J1051509 Truss J606 Truss Type Jack -Open Qty 2 Ply ISidhu Homes, Inc 1I 113114158 The Truss Company (Sumner), Sumner, WA - 9839 -2-0-0 2-0-0 Job Reference o fio-ial 0 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:42:11 2019 Page 1 ID Cy3uTKM01_N72,1gPLYCy9rL2-eHE8xgwAtHbl_bBraZ?KnQ IYN8DTEobS izx0KJy719A 6-0-0 7-10-15 6-0-0 1-10-15 6-0-0 6-0-0 10 Scale = 1.26.7 Plate Offsets (X,Y)-- [2:0-0-8,Edge] LOADING (psf) TCLL 25.0 (Root Snow=25.0) TCDL 22.5 BCLL 0.0 BCDL 7.0 LUMBER - TOP CHORD BOT CHORD SPACING- 2-0-0 Plate Grip COL 1.15 Lumber DOL 1.15 Rep Stress Inor YES Code IRC2D15/TP12014 CSI. TC 0.68 BC 0.40 WB 0.00 Matrix -MP DEFL. in (loc) Udefl Lid Vert(LL) -0.06 5-8 >999 360 Vert(CT) -0.14 5-8 >502 240 Horz(CT) 0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 201b FT = 20% 2x4 HF No.2 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-1-8. (Ib) - Max Horz 2=132(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2, 3 Max Gray All reactions 250 Ib or less at joint(s) 4, 5 except 2=554(LC 17), 3=363(LC 17) 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wind; ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psi (flat roof snow); Category II; Exp B; Partially Exp.; C1=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load o1 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tat by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 G - Ve ffy design parameters andRE;4D NOTES t1n+t TH{SAND tNC£Ut3ED MtTEK REFERENCE PAGE M11-7473 BEFORE USE, gn valid for use only with MiTek connectors. This design is based only upon parameters shown, and Is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral suppon of individual web members only. Additional temporary bracing to insure stabil'ay during construction is the responsiblliry of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVfPII Quality Criteria, DSB-89 and BC511 Building Component Safety Information available horn Truss Plate Institute. 583 Donofrio Drive, Madison, WI 53719. Job J1051509 Truss J608A Truss Type Jack -Open 1,Qty Ply 1 Sidhu Homes, Inc Job Reference (optionat) 113114159 The Truss Company (Surnner), Sumner, WA - 983 0. Plate Offsets (X,Y)-- [2:0-0-8,Edge) LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 -2-0-0 2-0-0 8,330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 1542:12 2019 Page 1 ID:lo3Cy3uTK l_N7?JgPLYCy9rL2-6ToW80woebicclm1OGXZKerj6YZhzFrcxnesmy7199 6-0-0 7-10-3 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/TP12014 6-0-0 Scale 1:26.5 CSI. TC 0 68 BC 0 40 WB 0.00 Matrix -MP DEFL. in (loc) 1/dell L/d Vert(LL) -0,06 5-8 >999 360 Vert(CT) -0.14 5-8 >501 240 Horz(CT) 0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 20 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-1-8. (Ib) - Max Horz 2=131(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2, 3 Max Grav All reactions 250 Ib or less at joint(s) 4, 5 except 2=554(LC 17), 3=359(LC 17) 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; C1=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer togirder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. WARNING - VN,IN design parameters end I-7EAD NOTES ON THIS AND INCLUDED MITEK REFERE. PAGEMII-7473 68F0556086. Design valid for use only with MiTek connectors, This design is based only upon parameters shown, and is for an individua/ building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillay of the erector. Additional permanent bracing of the overall structure is the responsibility of the budding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSOPI1 Quality Criteria, DSB-89 and BC$I1 Building Component Safety information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. December 23,2019 theTRUSSco, INC Job J1051509 Truss J610 Truss Type Jack -Open Q1y 2 Ply ISidhu Homes, Inc 1 113114160 The Truss Company (Sumner), Sumner, WA - 98390, Plate Offsets (X,Y)-- [2:0-0-8,Edg� LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 -2-0-0 2-0-0 6-0-0 6-0-0 6-0-0 Job Reference (optional) 8.330 s Dec 5 2019 MiTek Indurotries, Inc. Fri Dec 20 15:42:12 2019 Page 1 ID:lo3Cy3uTKMO1_N7?JgPLYCy9rL26ToW80woeb;cclm 10GXZKerjWYewzFrcxdhesmy7199 9-10-15 3-10-15 6-0-0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2015/TP12014 CSI. TC 0.65 BC 0.38 WB 0.00 Matrix -MP Scale: 3/8"=1' DEFL. in (loc) 1/defl L/d Vert(LL) -0.05 6-9 >999 360 Vert(CT) -0.14 6-9 >517 240 Horz(CT) 0.00 2 n/a n/a BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-3-8, 3=0-1-8, 4=0-1-8. (Ib) - Max Horz 2=160(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 5, 2, 3, 4 Max Gray All reactions 250 Ib or less at joint(s) 5, 6, 4 except 2=550(LC 1), 3=352(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 185/148 Weight: 23 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wind; ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 6) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 3, 4, 10) Beveled plate or shim required to provide full bearing surface with truss chord al joint(s) 3, 4. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 ers and READ NOTES ON TH,SAND INCLUDED htITEX REPERF.NCERAG. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applitabilily of design paramenters and proper incorporation of component is responsibility of building designer - not Truss designer. Bracing shown is for lateral Support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillhy of ate erector. Additional permanern bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI1 Quality Criteria, DSB-89 end BCSI1 Building Component Safety Inlonnation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. J1051509 russ J612 lTruss Type (Jack -Open y P y 1 Sidhu Homes. Inc 113114161 The Truss Company (Sumner). Sumner, WA - 98390, -2-0-0 2-0-0 ru 6-0-0 6-0-0 6-0-0 6-D-0 Job Reference (optional) 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:42:13 2019 Page 1 ID:Io3Cy3uTKM01_N7?JgPLYCy9rL2-agMvLMxQPvrTEvKDxz2osrOuGyw9ii51AH070Cy7198 11-10-15 5-10-15 Scale = 1:36.8 Plate Offsets (X,Y) 2:0-0-8,Ed LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.65 BC 0.38 WB 0.00 Matrix -MP DEFL. in (loc) 1/defl Ltd PLATES GRIP Vert(LL) -0.05 7-10 >999 360 MT20 185/148 Vert(CT) -0.14 7-10 >517 240 Horz(CT) -0.00 6 n/a n/a BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) 6=Mechanical, 2=0-3-8, 7=Mechanical. (Ib) - Max Horz 2=188(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 6, 2, 3, 4, 5 Max Gray All reactions 250 Ib or less at joint(s) 6, 7, 4, 5 except 2=550(LC 1), 3=328(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Weight. 25 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL.=42psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4, 5, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2, 3, 4, 5. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5, 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 A WARNING - Verify design peemefers end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, end is tor an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qua lay control, storage, delivery, erection and bracing, consult ANS 11 Pudily Criteria, DSB-89 and BCSII Baking Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, r Job J1051509 Truss J614 Truss Type Jack -Open Qty 2 Ply Sidhu Homes, Inc Job Reference (optional) 113114162 The Truss Company (Sumner), Sumner, WA - 983 1 -2-0-0 2-0-0 3x4 = 1 6-0-0 6-0-0 6-0-0 6-0-0 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:42:14 2019 Page 1 ID:Io3Cy3uTKM01_N72JgPLYCy9rL2-2swHZiy39CzJr3vPVhZ1 P3w37MFOR9LvPxAgwey7197 13-10-15 7-10-15 co 0 dr Scale = 1:41.9 Plate Offsets (X,Y)-- [2:0-0-8,Edgej LOADING (psi) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.65 BC 0.38 WB 0.00 Matrix -MP DEFL. in (loc) 1/defl LJd Vert(LL) -0.05 8-11 >999 360 Vert(CT) -0.14 8-11 >517 240 Horz(CT) -0.00 7 n/a n/a PLATES GRIP MT20 185/148 Weight: 28 #b FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) 7=Mechanical, 2=0-5-8, 8-Mechanical. (Ib) - Max Horz 2=215(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 7, 3, 4, 5, 6 Max Gray All reactions 250 Ib or less at joint(s) 7, 8, 4, 5, 6 except 2=550(LC 1), 3=327(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 CT 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psi (flat roof snow); Category II; Exp B; Partially Exp.; CI=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof bad of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4, 5, 6. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 3, 4, 5, 6. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5, 6. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 WARNING - Veafy design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 SEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and i5 for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 Donofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job J1051509 The Truss Company (Sumne Truss 2 Truss Type Jack -Open Sumner, WA - 98390 -2-0-0 1-10-15 2-0-0 1-10-15 IQty 2 Ply Sidhu Homes, Inc 113114163 Job Reference (optional) 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:42:15 2019 Page 1 I0.1o3Cy3uTKM01 _N7?JgPLYCy9rL2-X2Ufm 1 zhwW6AT0 Uc304GxGTIumX6Acb2dbvET5y7196 8-0-0 Scale= 1:19.2 Plate Offsets (X,Y)-- [2:0-0-4,Ed_geJ LOADING (psf) TCLL 25.0 (Roof Snow 25,0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.39 BC 0.61 WB 0.00 Matrix-M P DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/dell -0.10 4-7 >937 -0.23 4-7 >423 0.00 3 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 15 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (lb/size) 3=139/Mechanical, 2=357/0-5-8, 4=142/Mechanical Max Horz 2=50(LC 10) Max Uplift 3=-6(LC 11), 2=-66(LC 35), 4=-7(LC 11) Max Gray 3=172(LC 5), 2=369(LC 28), 4=143(LC 18) 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 1-10-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=251t; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min root live load of 16.0 psi or 1.00 times flat roof load of 25.0 psi on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wrrth any other live loads. 6) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2, 4, 9) Use USP JUS24 (With 4-10d nails into Girder & 2-10d 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. 10) Fill all nail holes where hanger is in contact with lumber. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-95, 4-5=-14 Concentrated Loads (Ib) Vert: 9=17(B) 10=24(B) 11=150(B) December 23,2019 IND - Vediy design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and i5 for an individual building component. Appicabilily of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral suppor of individual web members only. Additional temporary bracing to insure stability during construction is the responsibllrly of the erector. Additional permanent bracing of the overall structure i5 the responsibility of the building designer. For general guidance regarding fabrication, Quality control, storage, delivery, erection and bracing, consult ANSII PII Quality Criteria, DSB-89 and BCSI1 Building Component Saha), Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. `Job ;Truss J1051509 ;J804 Truss Type Jack -Open Oty Ply ISidhu Homes, Inc 2 Job Reference (optional) 113114164 The Truss Company (Sumner), Sumner, VVA - 98390, -2-0-0 3-10-15 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:42:16 2019 Page ID:lo3Cy3uTKM01_N7?JgPLYCy9rL2-7/E11_N_JhgE15N3od6bVUUOTe9wgv3rBsEfn?Xy7195 2-0-0 ni 3-10-15 -0 -0-0 Scale 1:19.0 Plate Offsets (X,Y)-- [2:0-0-8,Edgel LOADING (psf) TCLL 25.0 (Roof Snow=25,0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inv YES Code IRC2015/TP12014 CSI. TC 0.39 BC 0.39 WB 0.00 Matrix-M P DEFL. in (loc) I/defl L/d Vert(LL) -0.13 4-7 >715 360 Vert(CT) -0.23 4-7 >408 240 Horz(CT) 0.00 3 n/a n/a BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight: 17 lb FT' 2 OVo Structural wood sheathing directly applied or 3-10-15 oc purlins. Rigid ceiling directly applied cr 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS, (Ib/size) 3=-153/Mechanical, 2=468/0-5-8, 4=46/Mechanical Max Horz 2=77(LC 10) Max Uplift 3e_22(LC 10), 2=-34(LC 10) Max Grav 3=169(LC 17), 2=473(LC 17), 4=108(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (9) 1) Wnd: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; C1=1.10 3) Unbalanced snow loads have been considered for this design. 4) This t11.155 has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 6) This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at (oint(s) 3, 2. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 WARNING - Vern), assign parameters end READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE MS-74 73 SEFORE USE. Design volid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pararnenters and proper incorporation of component is responsibility of building designer- not truss designee. Bracing shown is for lateral suppon of individual web members only. Additional temporary bracing to insure stability during construction is the tesponsibillity of the erector, Additional permanent bracing ditto overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consutl ANSI/Wit quality Criteria, DSB-89 end BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job J1051509 J806 Truss Type Jack -Open O 2 Ply 1 Sidhu Homes, Inc 113114165 The Truss Company (Sumner), Sumner, WA - 98390. -2-0-0 2-0-0 1 Job Reference (optional) 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:42:17 2019 Page 1 ID:Io3Cy3uTKM01_N77JgPLYCy9rL2-TRbPBj_xS7MuiWe_Ap6k1hYZ3ZFOeW4L5u0LXzy7194 5-10-15 5-10-15 8-0-0 8-0-0 Scale = 1:21.7 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 * BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CS 1. TC 0.73 BC 0.49 WB 0.00 Matrix -MP REACTIONS. (lb/size) 3=234/Mechanical, 2=559/0-5-8, 4=64/Mechanical Max Harz 2=105(LC 10) Max Uplift 3=-52(LC 10), 2=-38(LC 10) Max Gray 3=267(LC 17), 2=569(LC 17), 4=121(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. DEFL. in (loc) I/defl L/d Vert(LL) -0.16 4-7 >612 360 Vert(CT) -0.33 4-7 >292 240 Horz(CT) 0.00 3 n/a n/a BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight: 20 Ib FT = 20% Structural wood sheathing directly applied or 5-10-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wnd: ASCE 7-10; Vult=l lomph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) *This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 41, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MII-7473 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. Applicability of design paramenters and proper incorporation of component hs responsibility of building designer - not truss designer. Bracing show is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSc©, INC. ,Job Truss Ply Sidhu Homes, Inc 1J1051509 iJ808 The Truss Company (Sumner), u ner, WA - 98390, -2-0-0 2-0-0 Truss Type Jack -Open Qty 12 113114166 Job Reference (optional)_ 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15A2:18 2019 Page 1 ID:lo3Cy3uTKM01_N7?JgPLYCy9rL2-xd9oP32ZDRUIKgDBkXez2y5g_zZ7NzKUjY8u3py7193 7-10-15 7-10-15 8-0-0 8-0-0 Scale 1:26.4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2015/TP12014 CSI, TC 0.97 BC 0.59 vve 0.00 Matrix -MP DEFL. in (loc) I/defl L/d Vert(LL) -0.16 4-7 >611 360 Vert(CT) -0.36 4-7 >266 240 Horz(CT) 0.01 2 n/a n/a PLATES GRIP MT20 220/195 VVeight: 26 lb FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.l&Eftr REACTIONS. (Ib/size) 3=311/Mechanical, 2=643/0-5-8, 4=92/Mechanical Max Horz 2=132(LC 10) Max Uplift 3=76(LC 10), 2=-43(LC 10) Max Grav 3=363(LC 17), 2=658(LC 17), 4=137(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8ps1; BCDL=4.2psf; h=25ft; Cat. Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 V perwmeters Ana READ NOTES ON TI-OLSANO PAGE MII-7973 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building crirnponenti Applicability of design paramenters end proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibdlity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, (Nerdy control, storage, delivery, erection and bracing, consult ANSVTP 11 Quality Creeds, DSB-89 end BCSI1 Building Component Safety Information available from Truss Plate Ins -Mute, 583 DOncifrio Drive, Madison, WI 53719. theTRUSSco. Job J1051509 Truss (Truss Type J810 Jack -Open Qty 2 Ply Sidhu Homes, Inc Job Reference (optional) 113114167 The Truss Company (Sumner), Sumner, WA-98390, 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:42:18 2019 Page 1 ID:Io3Cy3uTKM01_N7?JgPLYCy9rL2-xd9oP3?ZDRUIKgD8kXezZv5g3zZpNzKUJY8u3Py7193 ( -2-0-0 8-0-0 9-10-15 2-0-0 8-0-0 I 1-10-15 Scale= 1:31.3 8-0.0 8-0-0 Plate Offsets (X,Y)-- [2:0-1-8,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 BCDL 7.0 LUMBER - TOP CHORD 2x4 DF No.18Btr BOT CHORD 2x4 DF No.1&Btr SPACING- 2-0-0 Plate Grip COL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.97 BC 0.61 WH 0.00 Matrix -MP DEFL. in (lac) 1ldefl Lid Vert(LL) -0.15 5-8 >616 360 Vert(CT) -0.37 5-8 >259 240 Horz(CT) 0.01 2 n/a n/a BRACING - TOP CHORD BOT CHORD REACTIONS, All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-1-8. (Ib) - Max Harz 2=160(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2 except 3=-101(LC 10) Max Gray All reactions 250 Ib or less at joint(s) 4, 5 except 2=658(LC 17), 3=471(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 220/195 Weight: 29 Ib FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES. (11) 1) Wind: ASCE 7-10; Vuft=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; C1=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom thord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2 except (jt=lb) 3=101. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 'NG - Verify Besign parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use onlywith MiTek connectors. This design is based only upon parameters crown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUIPII Quality Criteria, DSB.89 end BCSI1 Building Component Setety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53119. IJob Truss Truss Type Sidhu Homes, Inc j J1051509 rJ812 The Truss Company (Sumner), Sumner, WA - 98390, -2-0-0 2-0-0 Jack -Open 113114168 Job Reference (optional) 8.330 s Dec 5 2019 MiTek InduAries, Inc. Fri Dec 20 15:4219 2019 Page 1 ID: lo3Cy3uTKM01_N7?JgP LYCy9rL2-PpjAcP013_1ccygoN I E9C66esP NvO6QaeYCtRcsy7192 8-0-0 11-10-15 8-0-0 3-10-15 8-0-0 8-0-0 5 0 Scale = 1:36.3 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BOLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr CS!. TC 0.93 BC 0.58 WB 0.00 Matrix -MP DEFL. in (loc) I/defl L/d Vert(LL) -0.14 6-9 >660 360 Vert(CT) -0.36 6-9 >267 240 Horz(CT) 0.01 2 n/a n/a PLATES GRIP MT20 220/195 Weight: 32 Ib FT = 20% BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-1-8, 4=0-1-8. (Ib) - Max Horz 2=188(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 5, 2, 4 except 3=-103(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 5, 6, 4 except 2=652(LC 17), 3.458(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 4 except (jt=Ib) 3=103. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A41F-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing ShOwn is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSICIPI1 Quality Clitoris, DSB439 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719, theTRUSSco, INC. Job ITruss [Truss Type Qty Ply idhu Homes, Inc 113114169 IJ1051509 J814 iJack-Open The Truss Company (Sumner), Sumner, WA - 96390, -2-0-0 2-0-0 4x4 = 2 1 Job Reference (pptional) 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:42:20 2019 Page 1 ID:lo3Cy3uTKM01_N7?JgPLYCy9rL2-10HYpI1p12kTZ_NZsygReKA1BnEfrsonnsValy7191 8-0-0 13-10-15 8-0-0 5-10-15 8-0-0 6.00 102 7 8-0-0 Scale 1:41.3 LOADING (psf) TCLL 25.0 (Roof Snow=25,0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.l&Btr BOT CHORD 2x4 DF No.l&Btr CSI. TC 0.93 BC 0.58 WEI 0,00 Matrix -MP DEFL. in (loc) I/defl Lid Vert(LL) -0.14 7-10 >664 360 Vert(CT) -0.36 7-10 >267 240 Horz(CT) 0.01 2 n/a n/a BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) 6=Mechanical, 2=0-5-8, 7=Mechanical (Ib) - Max Harz 2=215(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 6, 2, 4, 5 except 3=-104(LC 10) Max Gray All reactions 250 Ib or less at joint(s) 6, 7, 4, 5 except 2=651(LC 1), 3=422(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 220/195 Weight: 35 Ib FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 pst (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1,00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4, 5. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2, 4, 5 except (jt=lb) 3=104. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 Aik WARNING - Ver* design pertimeters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 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. Applicability of design parementers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is lor lateral support of individual web members only. Additional temporary bracing to insure stability during construcbon is the responsibillity of the erector. Additional permanertl bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSVTPII ()entity Criteria, DSB-89 end BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job J1051509 Truss Truss Type J816 )Jack -Open Qty Ply Sidhu Homes, Inc 2 113114170 The Truss Company (Sumner), Sumner. WA • 98390, -2-0-0 2-0-0 ,71 4x4 = 8-0-0 8-0-0 8-0-0 8-0-0 Job Reference (oo)fonalL, 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:42:21 2019 Page 1 ID:Ic3Cy3c1-KM01_N72.1gPLYCy9W2-LCrw151SWIVlsKB8ymPfBgBXjCzAauaJ4w0VVVIYgky7190 15-10-15 7-10-15 fl? co Scale e 147.2 LOADING (psf) TCLL 25,0 (Roof Snow=25.0) TCDL 22 5 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1 15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI, TC 0.93 BC 0.58 VVB 0.00 Matrix -MP DEFL. in (loc) Ltd Vert(LL) -0,14 9-12 >664 360 Vert(CT) -0,36 9-12 >267 240 Horz(CT) 0.01 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 37 Ib FT . 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 1-4: 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.l&Btr BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required crossbracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-1-8 except (jt=length) 8=Mechanical, 2=0-5-8, 9=Mechanical. (lb) - Max Horz 2=243(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 8, 5, 6, 7 except 3=-104(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 8, 9, 5, 7 except 2.651(LC 1), 3=414(LC 1), 6.257(LC 17) FORCES. (Ib) - Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown. NOTES- (11) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 5, 6, 7. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 5, 6, 7 except (j(=lb) 3=104. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5, 6, 7. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 WARNING - Veh0y design parameters aria READ NOTES ON THIS AND INCI,UDEO MITEK REFERENCE PAGE M0-7473 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.. Applicability of design paramenters and proper incorporation of component is responsibility ol building designer. not truss designer. Bracing shown is for lateral wagon of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the moo,. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPIl Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 DOnofrio Drive, Madison, WI 53719. theTRUSSco. INC Job J1051509 (Truss J818 Truss Type Jack -Open Qly 2 Ply Sidhu Homes, Inc Job Reference (optional) 113114171 The Truss Company (Sumner), Sumner, WA - 9839 -0 I 4x4 = 8-0-0 8-0.0 8-0-0 8-0-0 8,330 5 Dec 5 2019 MTek Indut3ries, Inc, Fri Dec 20 15:42:22 201 I D:Io3Cy3uTKM01 _N7?JgPLYCy9rL2-pOPIER24Hr,_Bpl WyzMivkIGNhaw7JmK4EA66 I 17-10-15 —1 9-10-15 0 Page 1 47191) Scale = 1:52.6 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inc!" YES Code IRC2015/TP12014 CS I. TC 0.93 BC 0.58 WB 0.00 Matrix -MP DEFL. in (loc) 1/defl Lid Vert(LL) -0.14 10-13 >664 360 Vert(CT) -0.36 10-13 >267 240 Horz(CT) 0.01 2 n/a n/a PLATES GRIP MT20 185/148 Weigh: 39 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 1-4: 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-1-8 except (jt=length) 9=Mechanical, 2=0-5-8, 10=Mechanical. (Ib) - Max Horz 2=271(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 9, 5, 6, 7, 8 except 3=-104(LC 10) Max Gray All reactions 250 lb or less at joint(s) 9, 10, 5, 6 except 2=651(LC 1), 3=414(LC 1), 7=266(LC 17 8=252(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-261/111 NOTES- (11) 1) Wnd; ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8ps1; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections, 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 5, 6. 7, 8. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9, 5, 6, 7, 8 except (it=lb) 3=104. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5, 6, 7, 8. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 A WARNING - Verify design parameters en? READ NOTES ON THIS ANO WNCC UDEO MITEK REFERENCE PAGE MIF7473 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 Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing 10 insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabr:ration, quality control, storage, delivery, erection and bracing. consult ANSUfP11 Quality Criteria, DS8-89 end BCSI1 Bullding Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. iJob Truss Qly Ply Sidhu Homes, Inc 113114172 1-11051509 J820 The Truss Company (Sumner), 8 Truss Type Jack -Open u ner, WA - 983 , -2-0-0 , 2-0-0 4x4 = 1 8-0-0 8-0-0 8-0-0 8-0-0 2 1 Job Reference (optional) 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 154223 2019 Page 1 ID:lo3Cy3uTKM01 N71.2.1gPLYCy9rL2-lbzgSm3i2z620R58X4D8GyoXR_GM2D2DTqr(Idy719_ 19-10-15 11-10-15 Scale = 1:57,9 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0,0 BCDL 7.0 SPACING. 2-0-0 Plate Grip DOL 1.15 Lumber COL 1.15 Rep Stress Incr YES Code IRC2015ITPI2014 CSI. DEFL. in (loc) I/defl Ud TC 0.93 Vert(LL) -0.14 11-14 >664 360 BC 0.58 Vert(CT) -0.36 11-14 >267 240 VVB 0,00 Horz(CT) -0.01 10 n(a n/a Matrix4/IP PLATES GRIP MT20 185/148 Weight: 42 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except' 1-4: 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr BRACING - TOP CHORD BOT CHORD REACTIONS. Al! bearings 0-1-8 except (jt-length) 10=Mechanical, 24)-5-8, 11=Mechanical. Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. (lb) Max Horz 2=298(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 10, 5, 6, 7, 8, 9 except 3=-104(LC 10) Max Grav All reactions 250 lb or less at joint(s) 10, 11, 5, 6, 7 except 2=651(LC 1), 3=414(LC 1), 8=271(LC 17), 9=256(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-277/111 NOTES- (11) 1) Wnd; ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II, Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25,0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1 .10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1,00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, 6) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 81 between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 5, 6, 7, 8, 9. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift al joint(s) 10, 5, 6, 7, 8, 9 except (jt=Ib) 3=104. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5, 6, 7, 8, 9. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. December 23,2019 WARNING • Veeffy desk", parameters and READ NOTES ON THIS AND INCLUDED MITEK REFEREAICE PAGE HII-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer, Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillqy of the erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIA-P11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 DLOnofrio Drive, Madison, WI 53719. Job 'Truss Truss Type Q ty Ply Sidhu Homes, Inc 1131141 73 J1051509 IJ821 The Truss Company (Sumner), Sumner, WA - 98 -2-0-0 2-0-0 4x4 Jack -Open 8-0-0 8-0-0 8-0-0 8-0-0 1 IJob Reference (optiorwl) 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15'42:24 2019 Page 1 ID.lo3Cy3uTKM01_N7?JgPLYCy9rL2-mnVV3f64KpFlEv2bgK5nkNpALIBOcbnigpNiUbCD3y718z 21-4-3 13-4-3 Scale, 1:61.8 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 1-IF No.2 *Except* 1-4: 2x4 DF No.183tr BOT CHORD 2x4 DF No.l&Btr CSI, TC 0.93 BC 0.58 WB 0.00 Matrix -MP DEFL. in (loc) I/defl L/d Vert(LL) -0.14 12-15 >664 360 Vert(CT) -0.36 12-15 >267 240 Horz(CT) -0.01 11 nia n/a BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-1-8 except Ot=length) 11=Mechanical, 2=0-5-8, 12=Mechanical. (Ib) - Max Horz 2=318(LC 10) Max Uplift All uplift 100 Ib or less at joinfts) 11, 5, 6, 7, 8, 9, 10 except 3=-104(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 11, 12, 5, 6, 7, 10 except 2.651(LC 1), 3=414(LC 1), 8.262(LC 17), 9=274(LC 17) PLATES GRIP MT20 185/148 VVeight: 44 Ib FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-289/111 NOTES- (11) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4,8psf; BODL=4.2psf; h=25ft; Cal. II; Exp B; Enclosed; MINERS (envelope) gabte end zone; cantilever lett and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat root snow); Category II; Exp B; Partially Exp,; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate al joint(s) 3, 5, 6, 7, 8, 9, 10. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 5, 6, 7, 8, 9, 10 except (pito) 3=104. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5, 6, 7, 8, 9, 10. 11) All dimensions given in feet -inches -sixteenths (FFIISS) forrnat. December 23,2019 A -V slyerpetvmeteixandReAD0 D F , PAGE 4111-7473SEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component_ Applicabilay of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing lo insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding Man:cation, quality control, storage, delivery, erection and bracing, consult ANSMI1 Quality Criteria, DSB-89 end BCS11 Building Component Safety 1nformadon available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. jJob J1051509 {Truss IR01 Truss Type Corner Rafter P tY Ply Sidhu Homes, Inc 113114174 The Truss Company (Sumner), Sumner, WA - 98390, -2-9-15 11-2-4 2-9-15 NAILED 7x10 MT18HS 6x8 - SNP3 13 3 12 Job Reference (optional) 8.330 s Dec 5 2019 MiTek Industries, Inc, Fri Dec 20 15:42:25 2019 Page 1 ID:Io3Cy3uTKM01 _N7?Jg PLYCy9rL2-Ez4RlS5yabMrr,gIFXeVGcLNus7o5wW73Ww8KmoWy718y 1114-2-10 17-0-9 19-16-9 22-8-8 25-€-7 28-0-6 30-3-6 11-2-4 0-2{7 2-9-15 2-9-15 2-9-15 2-9-15 2-9-15 I 2-9-15 1 1-11-0 4.24 ;12 NAILED 4x10 - 4x10 ir- SNP3 14 11-2-4 NAILED 6x8 MT18HS 0 7 3x6 NAILED SNP3 6 SNP3 4x10 4 4x10 SNP3 11-2-4 NAILED 8 NAILED 9 NAILED NAILED 11 Scale = 1:58.2 NAILED 12 Plate Of€seis (x Y)-- (2:0-3-11,Edc )e , (3:0-0-10,0-1-121, [4:0-3-8,Edgej LOADING (psf) TCLL 25.0 (Roof Snow=25,0) TCDL 22.5 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr NO Code IRC201511P12014 CSI. TC 0.98 BC 0.00 WB 0.00 Matrix -MP DEFL. in (loc) I/deft L/d Vert(LL) -0.29 2-4 >468 360 Vert(CT) -0.54 2-4 >251 240 Horz(CT) -0.03 4 n/a n/a PLATES GRIP MT20 185/148 MT18HS 185/148 Weight: 65 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2'Except* TOP CHORD 2-3: 2x4 HF Stud, 3-4: 2x6 DF SS BOT CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-2-2 except (jt=length) 2=0-7-6. (Ib) - Max Horz 2=330(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 6, 7, 8, 9, 10 except 2=-110(LC 6), 4=-236(LC 10), 11=-103(LC 7) Max Gray All reactions 250 Ib or less at joint(s) except 2=930(LC 1), 4=1069(LC 1), 6=292(LC 1), 7=295(LC 1), 8=313(LC 16), 9=377(LC 16), 10=265(LC 16), 11=645(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-4=-365/207 NOTES- (20) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4,8psf; BCDL=4.2ps1; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 6, 7, 8, 9, 10, 11. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 7, 8, 9, 10 except (jt=Ib) 2=110, 4=236, 11=103. 10) Beveled plate or shim required to provide full bearing surface with truss chord al joint(s) 4, 6, 7, 8, 9, 10, 11. 11) Use USP SNP3 (Wth 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 2-9-8 from the left end to conned truss(es) to front face of top chord, skewed 45.0 deg.to the left, sloping -26.6 deg. down. 12) Use USP SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 5-7-7 from the left end to conned truss(es) to front face of top chord, skewed 45.0 deg.to the left, sloping -26.6 deg. down, 13) Use USP SNP3 (Wth 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 8-5-6 from the left end to connect truss(es) to front face of top chord, skewed 45.0 deg.to the left, sloping -26.6 deg. down. 14)Use USP SNP3 (Wth 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 11-3-5 from the left end to connect truss(es) to front face of top chord, skewed 45.0 deg.to the left, sloping -26.6 deg. down. Continued on page 2 December 23,2019 A, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 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. Applicability of design paramenters end proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only- Additional temporary bracing to insure stability during construction is the responsibilkly of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, defivery, erection and bracing, consult ANSI/ PII Quality Criteria, DSI389 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison, WI 53719. Job J1051509 Truss RO1 Truss Type Corner Ra`ter Oty 2 Ply Sidhu Homes, Inc 113114174 Job Reference (optional) The Truss Company (Sumner), Sumner, WA-98390, 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:42:25 2019 Page 2 ID:Io3Cy3uTKMO1_N7?JgPLYCy9rL2-Ez4RtS5yabMmglFXeVGcLNus7o5wW73Ww8Kmowy718y NOTES- (20) 15) Use USP SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 8-5-6 from the left end to connect truss(es) to back face of top chord, skewed 45.0 deg.to the right, sloping -26.6 deg. down. 16) Fill all nail holes where hanger is in contact with lumber. 17) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 18) A minimum of (6) 8d x 1-1/2" nails are required into each member for SNP3 installation. At nailing is required in face of supported chords. Far sloped applications, flanges may protrude above or below truss chords, Bending of extended flanges is permitted, 19) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 20) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-12=95 Concentrated Loads (lb) Vert: 12=-55(F) 4=229(F) 6=-23(F) 7=-26(F) 8=-29(F) 9=-32(F) 10=-34(F) 11=-36(F) 13=-21(F) 14=-43(F=35, 6=-9) 15=-228(F=133, B=-95) A WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building, designer - not truss designer. Bracing shown is for lateral suppon of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPII Quality Criteria, D5B-89 and BCSI1 Building Component Safety Information available from Truss PI81e Institute, 583 Donofrio Drive, Madison, WI 53719. Job J1051509 Truss R02 Truss Type Corner Rafter Oty 2 Ply idhu Homes, Inc Job Reference (optional) 113114175 The Truss Company (Sumner), Sumner WA -98390, -2-9-15 2-9-15 NAILED NAILED 3x8 3x8 6x6 \\ 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:4226 2019 Page 1 ID:lo3Cy3uTKM01_N774PLYCy9rL2-iAep4o5aLidUcHygICCnrub03WBR9FaJg9o4JKyy718x 8-4-5 8-5-12 11-4-11 i 14-2-1D 17-0-9 20-4-9 8-4-5 0- -7 2-9-15 2-9-15 2-9-15 3-4-0 NAILED NAILED 3x8 10 8-4-5 3x6 NAILED 4.24 112 20-4-0 NAILED 12 8 8-4-5 11-11-11 Scale 1:44.5 Plate Offsets (X,Y)-- [2:0-2-8,Edge], [3:91 e,0-1-2] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.87 BC 0.00 VVB 0.00 Matrix -MP DEFL. in (loc) 1/dell LJd Vert(LL) -0.15 2-3 >661 360 Vert(CT) -0,29 2-3 >355 240 Horz(CT) -0.00 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 39 lb FT . 20% LUMBER - TOP CHORD 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied ar 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-2-2 except (jt-length) B=0-1-8, 2=0-7-6. (Ib) - Max Horz 2=235(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 8, 5, 6, 7 except 2=-110(LC 6), 3=-148(LC 10) Max Grav All reactions 250 lb or less at joint(s) 8 except 2=721(LC 1), 3=638(LC 1), 5=276(LC 16), 6=350(LC 16), 7=403(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (15) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8, 3, 5, 6, 7. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 5, 6, 7 except (jt=lb) 2=110, 3=148. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 8, 3, 5, 6, 7. 10) Use USP SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 8-5-6 from the left end to connect truss(es) to back face of top chord, skewed 45.0 deg.to the right, sloping -26.6 deg. down. 11) Fill all nail holes where hanger is in contact with lumber. 12) "NAILED indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 13) A minimum of (6) 8d x 1-1/2" nails are required into each member for SNP3 installation. All nailing is required in face of supported chords. For sloped applications, flanges may protrude above or below truss chords. Bending of extended flanges is permitted. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) 15) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard December 23,2019 Continued on page 2 ARNING - Verify design parameters and READ NOTES ON THISAND MICLUDED MITEK REFERENCE PAGE A40-747 SE/ORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, end is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability curing construcion is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, Far general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPI1 Quality Criteria, DSB-89 and BCSII Buildinp Component Satiny Information available from Truss Plata Institute, 583 D'Onofrio Drive, Madison, WI 53719, Job Truss Truss Type y Ply Sidhu Homes, Inc 113114175 J1051509 The Truss Company (Sumner), R02 Sumner, WA - 98390, Corner Rater LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-8=-95 Concentrated Loads (lb) Vert: 3=-121(B) 7=-0(B) 10=-30(F=-9, B=-22) 12=-24(B) 2 Job Reference (optioeal) 8.330 s Dec 5 2019 MiTek Industries, Inc. Fri Dec 20 15:42:27 2019 Page 2 ID: lo3Cy3uTKM01_N7?JgP LYCy9rL2-AMCB H86C6CoTv3Pvmw 14RozE F bm O_1 ZpOSpstOy718w ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M!t-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Cnotrio Drive, Madison, WI 53719. FJob `IJ1051509 I !Truss IR03 Truss Type Jack -Open Oty 2 Ply ISidhu Homes, Inc 1 Job Reference (optimal) 113114176 The Truss Company (Sumner), Sumner, WA - 98390 -2-9-15 8.330 s Dec 5 2019 MiTek Indus:ries, Inc. Fri Dec 20 15:42:27 2019 Page 1 ID:Io3Cy3uTKM01_N7?JgPLYCy9rL2-AMCBH86C6CcTv3Pvmw14RozFTbjk_1 ZpOSpst0y718w 2-9-14 2-9-15 2-9-14 2-9-14 2-9-14 Scale: 1"=1' Plate Offsets (X,Y)-- [2:0-7-1,0-0-91 LOADING (psf) TOLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2015/TP12014 CSI. TC 0.80 BC 0.23 WB 0.00 Matrix-M P DEFL. in (loc) Ildefl Lid Vert(LL) 0.01 4-7 >999 360 Vert(CT) 0.01 4-7 >999 240 Horz(CT) -0.00 2 rVa nla PLATES GRIP MT20 185/148 Weight: 10 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=40/Mechanical, 2=557l0-7-6, 4=-42/Mechanical Max Horz 2=64(LC 6) Max Uplift 3=13(LC 16), 2=-131(LC 6), 4=-59(LC 24) Max Gray 3=50(LC 17), 2=564(LC 17), 4=38(LC 31) 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 2-9-14 oc purlins. Rigid ceiling directly applied ar 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wind: ASCE 7-10; Vult=1lomph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MVVFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; C1=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live bad of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcun-ent wdh any other live loads. 6) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4 except (jt=lb) 2=131. 9) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NOS guidlines. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (p1f) Vert: 1-3=-95, 4-5=-14 Concentrated Loads (Ib) Vert:4=15(F) WARNINO - Verify et.le parameters earl READ NOTES ON THIS AND INCLUDED MITEI( REFERENCE PAGE M/1-7473 BEFORE USE. n valid forni with MDf kconnectors. This des' n is based only upon parameters shown, and is far an individual building component. Design aid use o y e � y po pang p Applicabilily of design paramenlers end proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quaky control, storage, delivery, ereclion and bracing, consult ANSI/WI Quality Criteria, DSB-89 end BCSI1 Building Component Safely Information available from Truss Plate Institute, 593 D'Onofrio Drive, Madison, WI 53719. December 23,2019 theTRUSSco, INC. Job J1051509 Truss 604 Truss Type Corner Rafter Qty Ply 1Sidhu Homes, Inc 2 113114177 The Truss Company (Sumner), Surnner, WA - 98390, -2-9-15 1 2-9-15 Job Reference (optiona) 8,330 s Dec 5 2019 MiTek induslries, Inc, Fri Dec 20 15:42:28 2019 Page 1 ID:la3Cy3uTKM01_N7?JgPLYCy9rL2-eYmZVU7rsWkKXD_6KdpJzOVP??6djUpyd6Z0pqy718v 8-4-5 8t1,2 11-2-4 8-4-5 0-2-7 2-7-8 8-4-5 11-2-4 4 8-4-5 2-9-15 Scale. 1:26.3 Plate Offsets (XA)' [2:0-2-8,Edge], [3:Ed_ge,0-1-2] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015fTPI2014 CSI. TC 0.87 BC 0.00 VVB 0.00 Matrix -MP DEFL. in (loc) Ud Vert(LL) -0,16 2-3 >640 360 Vert(CT) -0.29 2-3 >349 240 Horz(CT) -0,00 4 &a n/a PLATES GRIP MT20 185/148 Weight: 28 Ib FT = 20% LUMBER - TOP CHORD 2x4 HE No.2 REACTIONS. (lb/size) 4=126/0-1-8, 2=720/0-7-6, 3=627/0-2-2 Max Horz 2=146(LC 23) Max Uplift 4=-29(LC 6), 2=•143(LC 6), 3=-148(LC 10) Max Grav 4=159(LC 16), 2=723(LC 16), 3=667(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ,de, NOTES- (12) 1) Wrid: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat, II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (fiat roof snow); Category II; Exp B; Partially Exp.; Cl-1.10 3) Unbalanced snow loads have been considered for This design. 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 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at (oint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain forrnula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 2=143, 3=148. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 3. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb down and 30 Ib up at 2-9-8, 32 Ib down and 15 Ib up at 2-9-8, 73 Ib down and 38 Ib up at 5-7-7, and 63 Ib down and 38 Ib up at 5-7-7, and 171 Ib down and 69 Ib up at 8-5-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1 .15, Plate Increase=1 15 Uniform Loads (plf) Vert; 1-4=-95 Continued on page 2 <-5 December 23,2019 A WARNING - Verify design peremeers end READ NOTES ON THIS AND ova UDED MITEK REFERENCE PAGE A411-7-1 73 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 Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanera bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVIPI1 Quality Criteria, DSB-88 end BCSI1 Bunning Component Safety InfomertIon available horn Truss Plate Institute, 583 D'Oncifrio Drive, Madison, WI 53719. the MSC°. INC irJob Truss Truss Type Qty Ply idhu Homes, Inc 113114177 J1051509 R04 The Truss Company (Sumner), Sumner, WA - 98390, LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-121(F) 6=26(F=-22, B=-4) Corner Rafter 2 1 Job Reference (optional) 8.330 s Dec 5 2019 MiTek Indusiries, Inc. Fri Dec 20 15:42:28 2019 Page 2 ID: lo3Cy3uTKM01 _N72Jg PLYCy9rL2-eYmZVU7rs WkKXD_6KdpJzOVP??6dj Upyd6ZQ Pgy718v A WARNING - VetNy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGEM1f-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI1 Quality Ctkeria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, theTRUSSco. crrc. Symbols PLATE LOCATION AND ORIENTATION 413I4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0- from outside edge of truss. This symbol indicates the required direction of slots in connector plates. ' Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction, DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4.8 dimensions shown In ftIn-slxteenths (Drawings not to scale) TOP CHORDS BOTTOM CHORDS 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, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A © 2006 MiTek® All Rights Reserved theTRUS CO INC. 0 General Safe iv Notes Failure to Follow Could Cause Property Damage or Personal Injury 1, Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Truss bracing must be designed by an engineer. For wide truss spacing, Individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered, 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, properly 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. 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% al 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 dimension 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. nections not shown are the responsibility of others. 16. Do not cut or alter buss 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 at this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20, Design assumes manufacture in accordance with ANSIJTPI 1 Quality Criteria. 0 0 0 0 N 2-00.00 64.05.00 ytV I'R (D p fN.� 111.524 16-00-00 0 lT IN 'r0}'CO 4HDH21 JUS26 JUS2s MUS2s 14.00-00 14-00.00 16.00-00 64.05.00 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 4524 JUS24 4.05.00 RECEIVED CITY OF TUKWILA DEC 23 2019 PERMIT CENTER IMPORTANT ** = INDICATES LEFT END DId1O4O1 Sheet Number: Oz RECORDING REQUESTED BY AND WHEN RECORDED MAIL TO: BRUCE S. MacVEIGH, P.E. 1245 59TH AVENUE S. TUKWILA, WA 98168 Hhl II I1 111111111111111111E1111111 20191017001493 COVENANT Rec: $100.60 10/1T/2019 3:00 PM KING COUNTY, WA DECLARATION OF COVENANT FOR MANTENANCE AND INSPECTION OF FLOW CONTROL BMPS GRANTOR: Kalwaran Singh GRANTEE: City of Tukwila Legal Description: A PORTION OF LOT 16, BLOCK 4 OF ADAMS HOME TRACTS, RECORDS OF KING COUNTY, WASHINGTON Additional Legal Descriptions: See Exhibit A Assessor's Tax Parcel No.: 004000-0570 Reference Number N/A IN CONSIDERATION of the approved City of Tukwila Short Subdivision Permit per Application No.: L19- 00 63 relating to the real property described above, and further described in Exhibit A, the Grantor hereby covenants with the City of Tukwila, that they will observe, consent to, and abide by the conditions and obligations set forth and described in Paragraphs 1 through 8 below with regard to the subjed property. Grantors hereby grant, covenant and agree as follows: 1. Grantor and their successors in interest and assigns shall retain, uphold, and protect the stormwater management devices, features, pathways, limits and restrictions, known as Flow Control "Best Management Practices" (to be referred to as such, even if they are not in matter of fact the "best" practices available) or BMP's, shown on the approved Flow Control BMP Site Plan for the Property attached hereto ard incorporated herein as Exhibit B. 2. The Owners shall at their own cost, operate, maintain, and keep in good repair, the Property's BMPs as described in the approved Design and Maintenance Details for each BMP attached hereto and incorporated herein as Exhibit C. 3. The City of Tukwila shall provide at least 30 days written notice to the Owners that entry on the Property is planned for the inspection of the BMPs. After the 30 day, the Owners shall allow the City of Tukwila to enter for the sole purpose of inspecting the BMPs. In lieu of inspection by the City, the Owners may elect to engage a licensed Civil Engineer registered in the State of Washington who has expertise in drainage to inspect the BMPs and provide a written report describing their condition. If the Engineer option is chosen, the Owners shall provide written notice to the City of Tukwila within fifteen days of receiving the City's Notice of Inspection. Within 30 days of giving this notice, the Owners, or the Engineer on behalf of the Owners, shall provide the Engineers Report to the City. If the report is not provided in a timely manner as specified above, the City may inspect the BMPs without further notice. 4. If the City of Tukwila determines from its inspection, or from an Engineer's Report provided in accordance with the above Paragraph 3, that maintenance, repair, restoration, and/or mitigation work is required for the BMPs, the City short notify the Owners of the specific maintenance, repair, restoration and/or mitigation work required. The City shall also set a reasonable deadline for completing the work or providing an Engineer's Report that verifies completion of the work. After the deadline has passed, the Owners shall allow the City access to re -inspect the BMPs unless an Engineers Report has been provided verifying completion of the work. If the work is not completed properly within the time frame set by the City, the City may initiate an enforcement action. 5. Apart from performing routine landscape maintenance, the Owners are hereby required to obtain written approval from the City before performing any alterations or modification to the BMPs. 6. Any notice or approval required to be given by one party to the other under provisions of the Declaration of Covenant shall be effective upon personal delivery to the other party, or after three days from the date that the notice or approval is mailed with the delivery confirmation to the current address on record with each Party. The parties shall notify each other of any change to their addresses. 7. This Declaration of Covenant is intended to promote the efficient and effective management of surface water drainage on the Property, and it shall inure to the benefit of all the citizens of the City of Tukwila. 8. This Declaration of Covenant may be terminated by the execution of a written agreement by the Owners and the City of Tukwila that is recorded by King County in its real property records. 9. It is the intent of the Grantor that this agreement shall not be extinguished by the doctrine of merger. Dated this /9- day of T , 2019. GRANTOR r400 (4 STATE OF WASHINGTON ) ) SS. COUNTY °FPI 'ERCE ) I certified that I know or have satisfactory evidence that V—okk nis the person who appeared before me, and said person acknowledged that he signed this instrument and acknowledged it to be his/her free and voluntary act for the uses and purposes mentioned in the instrument. DATED this day o 000 , 2019 co -Ai& SO,AAA)6r NOTARY PUBLIC in and for the State of Washington, residing at ilAktio V\ • My Appointment expires R42-1,o(1.&31-0 . Notary Public State of Washington LAUREN KAY SASNETT ". Appointment Expires Feb 20, 2020 EXHIBIT "A" Located on Parcel No.: O044OO.O570 Easement Description An easement for ingress, egress and utilities, over, along, under and across that portion of Lot 16; Block 4, ADAMS HOME TRACTS, according to the plat thereof recorded In Volume 11 of Plats, page 31, records of King County, Washington, described as follows: BEGINNING at the southeast comer of said Lot 16; Thence N 87°56'17"W along the south line of said Lot 16 a distance of 20.67 feet; Thence N 01°13'18" E, parallel to the east line of said Lot 16, a distance of 125.41 feet to beginning of curve to the left; Thence 43.57 feet along said curve, having a delta of 89°09'35" and a radius of 28.00 feet to point of tangency; Thence N 87°56'17"W a distance of •17.41 feet; Thence N 01 °13'18"E a distance of 20.00 feet; Thence S 87°56'17"E a distance of 16.59 feet to beginning of curve to left; Thence 44.39 feet along said curve, having a delta of 90°50'25" and a radius of 28.00 feet to point of tangency; Thence N 01 °13'18"E, parallel to the east line of said Lot 16, a distance of 23.59 feet; Thence S 87°56'17"E a distance of 20.67 feet to intersect the said east line of Lot 16; Thence S 01 °13'18"W a distance of 225.00 feet to the POINT OF EXHIBIT "B" SITE DRAINAGE PLAN :4-s #4,74 EXHIBIT "C" INFILTRATION TRENCH CATCH BASIN MAINTENANCE Your property contains a stormwater management flow control BMP (best management practice) called "full infiltration," which was installed to mitigate the stormwater quantity and quality impacts of some or all of the Impervious surfaces on your property. Full infiltration Is a method of soaking runoff from impervious area (such as paved areas and roofs) into the ground. If property installed and maintained, full infiltration can manage runoff so that a majority of precipitation events are absorbed. Infiltration devices, such as gravel filled trenches, drywalls, and ground surface depressions, facilitate this process by putting runoff in direct contact with the soil and holding the runoff long enough to soak most of it into the ground. To be successful, the soil condition around the infiltration device must be reliably able to soak water into the ground for a reasonable number of years. The infittrat.lop devices used on your property include the following as indicated on the flow control BMP site plan: argravel filled trenches, 0 drywells, 0 ground surface depressions. The size, placement, and composition of these devices as depicted by the flow control BMP site plan and design details must be maintained and may not be changed without written approval either from the King County Water and Land Resources Division or through a future development permit from King County. Infiltration devices must be inspected annually and after major storm events to identify and repair any physical defects. Maintenance and operation of the system should focus on ensuring the system's viability by preventing sediment -laden flows from entering the device. Excessive sedimentaVon will result in a plugged or non-functioning facility. If the infiltratibri device has a catch basin, sediment accumulation must be removed on a yearly basis or more frequently if neceisary. Prolonged ponding around or atop a device may indicate a:.pltigged facility. If the device becomes plugged, it must be replaced. Keeping the areas that drain -to frziflitestien ttevices well swept and clean will enhance the longevity of these devices. For roofs, frequejawieg.efelutters will reduce sediment loads to these devices. UI1UtQ7 Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 February 19, 2020 City of Tukwila Attn: Bill Centon/Plans Examiner Subject: Minor Revision to Stemwall Footing for Lot 1 Residential Design - New Residence, 4654 S. 146th Street, Tukwila, WA 98168 PN: 004000-0567 (Site: Lot #1 of New Tukwila Short Plat) Dear Mr. Centon: On Sheet P-2 of the house plans (Foundation) we show exterior stemwalls with 12" thick by 24" footings in one location and exterior stemwall footings 8" thick by 24" in another location. The correct exterior wall footing thickness should be the 8" Please feel free to do a minor red -line to indicate the exterior stemwall footings are to be 8" thick. Thank you for your assistance. Sincerely, Bruce S. MacVeigh, P.E. Civil Engineer REVIEWED FOR CODE COMPLIANCE APPROVED 12 2020 City of Tukwila BUILDING DIVISION galysinghlot1_146minorrevision01/1936 • • Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 February 17, 2020 City of Tukwila Attn: Bill Centon/Plans Examiner Attn: Joanna Spencer/Public Works Review Subject: Comment Response Information for Lot 1 Residential Drainage Design - New Residence, 4654 S. 146th Street, Tukwila, WA 98168 PN: 004000-0567 (Site: Lot #1 of New Tukwila Short Plat) Dear Mr. Centon and Ms. Spencer: The following response information is provided per the review letter dated February 10, 2020. A copy is attached for reference. Building Department General. All plan sheets are now stamped. CORRECT ON LTR# 1. We have checked the roof plan for girder truss point loads, especially at window headers of the upper floor. No girder truss ends rest on window headers. The beam and girder truss ends, will be automatically posted with 6" x 6" at outer walls and 4" x 6" at inner walls, at all floors. (This office approves the use of built- up posts if located within a wall, and properly nailed together and restrained.) 2. We have added Hold Down installation information to our standard Hold Down Legend and provided it on Sheets P-2, P-3 and P-4. (We have shown foundation hold down locations on Foundation Sheet P-2 with the note that detailed locations for installation will be per Main Floor plan on Sheet P-3. This is per our conversation, and works well.) 3. The numbered circles on the plan sheets are for window schedule reference and are okay. 4. We have added Hold Down installation information to our standard Legend. This includes anchor rod sizes, embedments, side post contleVtleMrbwILA minimum stud post sizes. FEB 18 2011 5. The Sheet P-5 detail has been corrected to reference Sheet P-8. PERMIT CENTER 6. Per out conversation, the footing detail and front entry porch pad information is provided already and is okay. 0(1 -0'-f-D`T Public Works Department 1. The Geotech Report prepared for the parent short plat is provided for use with this residential permit. 2. A copy of the recorded 4-lot short plat is added to the plan set with a scale building footprint for Lot 1 added for reference. 3. The above Geotech Report is referenced on Sheet P-1 of plan set. Earthwork quantities have been added to the plan set on Sheet P-1. 4. The owner is obtaining a sidesewer permit from Valley View Sewer District. 5. Material specifications for drainage, sewer and water service lines have been added to Sheet P-1. 6. A Footing Drain detail is added to Sheet P-1. 7. The site drainage uses the short plat access road infiltration trench. The trench was installed under short plat construction. The roof and footing drains will connect to a stub previously installed for that purpose. The driveway will sheet flow to the access road pavement and infiltration trench. The on -site infiltration meets LID criteria. 8. The front walk is now noted as concrete on Sheet P-1. 9. The four short plat lot's mailboxes will be located across the street with neighbor's mailboxes. This is added to Sheet P-1. 10. There is an existing fire hydrant in front of the site on the north side of S. 146th Street. It has been added to the Lot 1 site plan on Sheet P-1. 11. The garage FF is now shown on Sheet P-1 as 274.0. The main floor FF = 277.79. The garage originally showed a landing and 5 stairs. The stairs have been raised to a total of 7 risers of 6.5" each, or 45.5 inches, providing a total rise of 3.79 feet, which fits perfectly. The resulting driveway slope is (274.0 — 272.75)/ 25' run = 5%, which is also good. 12. The water service as shown on the plan is approved by Water District #125. Size and material shown. The street installation will be by the water district under a separate permit. 13. A Public Works Bulletin A-3 has been prepared and is provided with estimated fees. 14. The owner will pay the 2020 Transportation Impact Fee. 15. All revisions to Sheet P-1 have been clouded. The second date applied to the P.E. stamp verifies date of revisions. Thank you for your assistance. Sincerely, -- • Bruce S. MacVeigh, P.E. Civil Engineer garysinghlot1_146respltr01/1936 ent of Community Development February 10, 2020 GARY SINGH 4642 S 146 ST TUKWILA, WA 98168 . Correction Letter # 1 COMBOSFR Permit Application Number D19-0407 LOT 1 - S 146 - 4654 S 146TH ST Dear GARY SINGH, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. 1 have enclosed comments from the following departments: BUILDING DEPARTMENT: LEE SIPE at (206)-431-3656 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 seaUstamp, 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 seaUstamp, 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. Provide point load blocking locations on sheets P2 Foundation, P3 1st floor, P4 Top floor. 2. Show Legend for Hold downs & tie on each sheet P2, P3, P4. 3. Sheet P3 shows numbered circles around perimeter of main floor, Explain with legend what circles are. 4. Hold down legend does not explain numbers. Explain what the numbers are. 5. Sheet P5 shows to cut A/P7. There is not a Detail "A" on sheet P7, detail is on sheet P8, please correct. 6. Sheet P8 detail "B" does not show dimensions of footing or foundation for post at entry. Please show dimensions. Note: Contingent on response to these corrections, further plan review may request for additional cornxtions. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. • 1) Since each permit stands on its own please submit a copy of the geotech report. 2) Add a cover sheet that shows location of proposed house in relationship to the short plat. 3) Cross reference geotech report on plan (company name/address/ phone # and date of the report). Acid earthwork quantities on plan: cu yds of cat and cu yds of fill: 4) Obtain a Lot 1 sanitary sewer permit to connect to the sewer main extension installed as part of your 4-lot short plat. Submit copy of Valley View permit to Public Works. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 f � Y 5) Specify size/pipe material for footing drains and foundation drains. 6) Show foundation cross section detail with drainage pipe(s). 7) Public Works required (LID) Low Impact Development to be implemented. What forms of LID elements are you using for this lot. If not feasible, please submit a letter from your geotech engineer. 8) Specify what type of material will be used for walkway from the porch to the street. 9) Contact Post Master and show mail boxes location on plan. 10) Show location of the nearest existing fire hydrant on plan. 11) What is the garage FF. 12) Please label size of the WM and size/pipe material of the water service to the house. 13) Since PW permit has a progressive fee, please enter cost of site work on the 1st page of PW bulletin A2. 14) Project subject to 2020 Transportation Impact fee. 15) Please cloud, number and date all revisions in the revision title block. Contingent on response to these corrections further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that 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, Bill Rambo Permit Technician File No. DI9-0407 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development February 10, 2020 GARY SINGH 4642 S 146 ST TUKWILA, WA 98168 RE: Correction Letter # 1 COMBOSFR Permit Application Number D19-0407 LOT 1 - S 146 - 4654 S 146TH ST Dear GARY SINGH, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each depaitiiient must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: LEE SIPE at (206)-431-3656 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. Provide point load blocking locations on sheets P2 Foundation, P3 1st floor, P4 Top floor. 2. Show Legend for Hold downs & tie on each sheet P2, P3, P4. 3. Sheet P3 shows numbered circles around perimeter of main floor, Explain with legend what circles are. 4. Hold down legend does not explain numbers. Explain what the numbers are. 5. Sheet P5 shows to cut A/P7. There is not a Detail "A" on sheet P7, detail is on sheet P8, please correct. 6. Sheet P8 detail "B" does not show dimensions of footing or foundation for post at entry. Please show dimensions. Note: Contingent on response to these corrections, further plan review may request for additional corrections. PW DEPARTMENT: Joanna Spencer at 206-431-2440 if you have questions regarding these comments. 1) Since each permit stands on its own please submit a copy of the geotech report. 2) Add a cover sheet that shows location of proposed house in relationship to the short plat. 3) Cross reference geotech report on plan (company name/address/ phone # and date of the report). Add earthwork quantities on plan: cu yds of cat and cu yds of fill. 4) Obtain a Lot 1 sanitary sewer permit to connect to the sewer main extension installed as part of your 4-lot short plat. Submit copy of Valley View permit to Public Works. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 5) Specify size/pipe material for footing drains and foundation drains. 6) Show foundation cross section detail with drainage pipe(s). 7) Public Works required (LID) Low Impact Development to be implemented. What forms of LID elements are you using for this lot. If not feasible, please submit a letter from your geotech engineer. 8) Specify what type of material will be used for walkway from the porch to the street. 9) Contact Post Master and show mail boxes location on plan. 10) Show location of the nearest existing fire hydrant on plan. 11) What is the garage FF. 12) Please label size of the WM and size/pipe material of the water service to the house. 13) Since PW permit has a progressive fee, please enter cost of site work on the 1st page of PW bulletin A2. 14) Project subject to 2020 Transportation Impact fee. 15) Please cloud, number and date all revisions in the revision title block. Contingent on response to these corrections further plan review may request for additional corrections. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that 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, —L11) tsl, Bill Rambo Permit Technician File No. DI9-0407 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 r PERMIT COORD COP'' PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0407 DATE: 02/18/2020 PROJECT NAME: LOT 1- S. 146 SITE ADDRESS: 4654 5146TH Original Plan Submittal X Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: 'BuTiding Divis ‘1%) Public Works Fire Prevention Structural Planning Division n Permit Coordinator 11 PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 02/20/20 Structural Review Required REVIEWER'S INITIALS: DATE: n APPROVALS OR CORRECTIONS: Approved Corrections Required (corrections entered in Reviews Notation: DUE DATE: Approved with Conditions Denied (ie: Zoning Issues 04101/ 2 0_ 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 ERMIT CORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0407 PROJECT NAME: LOT 1 - S 146 SITE ADDRESS: 4654 S 146TH ST X Original Plan Submittal Response to Correction Letter DATE: 12/26/2019 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: 1.1p Building Division mg Publ ic Works W ern Iiiiit\l/t) Fire Prevention Structural Planning Division Permit Coordinator 1111 PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 12/31/19 Structural Review Required REVIEWER'S INITIALS: DATE: LI APPROVALS OR CORRECTIONS: Approved Corrections Required DUE DATE: 1/28/2020 Approved with Conditions 11 Denied (corrections entered in Reviews)(ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: .3-- A13-02-0 Departments issued corrections: Bldg Fire Q Ping D PW Staff Initials: 12/18/2013 Date: /1'. C4/of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TulcwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: D19-0407 O Response to Incomplete Letter # RECEIVE/ 123 Response to Correction Letter # 1 CITY OF TUKWil O Revision # after Permit is Issued O Revision requested by a City Building Inspector or Plans Examiner O Deferred Submittal # Project Name: Lot 1 S 146 Project Address: 4654 S 146 St Contact Person: 6frieief Summary of Revision: AVX.r#20#4..5- FEB 1 8 2020 PERMIT CENTE, Phone Number: 04'4 044 ,oe s--#A,,e 7 ,P14t7 /00 7.C.41 Resool2-7- A-/ '79"--7't° /417,C Atte 5-MtEe-7.S PI 774.2 co Sheet Number(s): "Cloud" or highlight all areas of revision including date ofrevision Received at the City of Tukwila Permit Center by: Entered in TRAKiT on CALlseeiGESIIDavediesdfdtevidon Sulvmlisal Fcese.dec Revised: August 2015 .S 4 BULLETIN A2 TYPE C PERMIT FEE ESTIMATE 14/;e4, w PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME 5, P 1ea — PERMIT # pf 9 - c 40? If you do not provide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention gri904219 Water/Se Roa Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. e C$250 (1 C. 2.0% of amount over $100,000, but less than $200,000 of A. cr, • D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) 5. Enter total excavation volume /57:2 cubic yards ? Enter total fill volurne ZS-0 cubic yards J77'7; --S0 s© -0'2 /co -.30 Use the following table to estimate the grading plan review fee. Use the eater of the excavation and fill volumes: ef, - QUANTITY IN CUBIC YARDS RATE , -_ LTRA. tz : Up to 50 CY F ,./ 51 —100 z/- 0 — 1,000 (ji.QCI) 1 00 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 —200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or o $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fractionthereof. GRADING Plan Review Fees TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATIO (1+4+5) -7 P3 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction lettg Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25N9f/IF tr Fee. Approved 09.25.02 Last Revised 01.01.20 FEB 1 8 2011 PERMIT CENTER D 141 ot-118 (4) r BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) V 6' 2 (6) 7. Pavement Mitigation Fee (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee 0 ...Ty 0.-907072.- c'F,421//eE hvs 7Aez.., gs/ Grading Permit Fees are calculated usinithe following table. Use the greater of the excavation and fill volumes from Item 5. $ 7?-ss' QUANTITY IN CUBIC YARDS RATE 50 or less $2 . 51 —100 '. .• i 101 — 1,000 $37.00 for 00 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1st 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 0,001 — 100,000 $325.00 for the 1st 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1st 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01.01.20 3 7 616) -767/-6 ) 773 (9) / BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees , 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish H. Transportation Mitigation I. Other Fees Total A through I $ (10) (9) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ /ez ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $70.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC 01.011020-1231.2020 Total Fee 0.75 $625 $6,607 $7,232 1 $1125 $16,517.50 $17,642.50 1.5 $2425 $33,035 $35,460 2 $2825 $52,856 $55,681 3 $4425 $105,712 $110,137 4 $7825 $165,175 $173,000 6 $12525 $330,350 $342,975 Approved 09.25.02 Last Revised 01.01.20 Temporary Meter 0.75" $300 2.5" $1,500 SIDHU HOMES INC Labor 8, Indust' ies (https://ini.wa.nov) Page 1 of 2 SIDHU HOMES INC Owner or tradesperson Principals SINGH, GURDIP, PRESIDENT Grewal, Sukhbir Kaur, VICE PRESIDENT Doing business as SIDHU HOMES INC 4642 S 146th St TUKWILA, WA 98168 206-244-1900 KING County WA UBI No. Business type 602 228 341 Corporation Governing persons GURDIP SINGH SUKHBIR K GREWAL; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active Meets current requirements. License specialties GENERAL License no. SIDHUHI881JF Effective — expiration 04/06/2012— 03/22/2020 Bond Wesco Insurance Co Bond account no 46WB074082 $12,000.00 Received by L&I Effective date 03122/2016 03/17/2016 Cancelation date 03/21/2020 Bond history Insurance Rockingham Casualty Company Policy no. Rock184-2268 Received by L&I 04/01/2019 $1,000,000.00 Effective date 04/26/2018 Expiration date 04/26/2020 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Certifications & Endorsements https://secureini.wa.gov/verify/Detail.aspx?UBI-6022283418cLIC=SIDHUHI881JF&SAW= 3/9/2020 11YI \ 1 11 1 J 1!M S�yttLA• b6 City of Tukwila VOLUME PAGE z Department of Community development 0 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone (206) 431-3670 FAX (206) 431-3665 1 1 SHORT PLAT NUMBER L19-0063 TAXPMCM Rio.: 004OW-070 ° EXISTING RBC SITE AUQRESS: 4660 S 146th ST, TUKWILA, WA 98168 WEST END CYCLONE FENCE LS 41277 ON LINE & 1.08' N: AT 0.4' S. & 0.4' E. NOCAP REBAR. S'0 UTH i 44th ST. N87 52'41 "W 12s.26',- NNW CORNER 10' o j EXISTING CONC. WALL AT MON IN CASE 1.2' S. & 1.1' W. i FENCE AT S9 CORNER CYCLONE Y L &E 10' TYP. 0.4' W. !) 0 is 30 O SCALE 1" = 30' ao I LOT 4 I 10,732 sq. ft. ( LEGEND SW CORNER 10" G. L a 5LINE TABLE O FOUND REBAR & CAP WALL AT 0.8' W. — — MICE) MONUMENT IN CASE LINE BEARING LENGTH L1 Sol *13'O6"W 20.00' —o--o— CYCLONE FENCE S8T56'17"E 126.25' L2 N01'1SWE 20.00' I — — — — BUILDING SETBACK LINE NW CORNER s' CoNC. ('�` --.��. L3 N87'56'17"W 17.41' WALL AT 0.W W f T — — ( L7 L4 ND7'13'18"E 24.00' i AREA 3 w/o easement !� L5 S87'56'17"E 16.59' NE 1 4, NE 1 4, SECTION 22, _ 1 03 / / o s,510 sq. ft, o L6 TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. N01'13'18"E 23-59' `� 20 o L7 S87-56'17"E 20,67' SITE ADDRESS 0 I LOT 3 I 4660 S 146th ST j o TUKWILA, WA 98168 n 9,089 sq. ft. j 7 N -1L CURVE TABLE PARCEL NUMBER CURVE RADIUS LENGTH DELTA w 004000-0570 1 r-E5 T f C2 28.00' 1 44.39' 90-50'25" REFERENCE. SURVEYS: �4r56 7"E -I ( 126.25' r G PLAT OF ADAMS HOME TRACTS, VOL. 11, PAGE 31 — - -- z 0TUKWILA SP #L-09-005, RECORDING NUMBER 20090520900003 q PLAT OF FOSTER HEIGHTS VOLUME 200, VOLUME 89 -- 45 F tD AREA 2 w/o easement } 'e}I ' 15 b 7,988 sq, ft. ADDRESSES: PQ LOT 2 C tl'So. LOT 1 - 4654 S. 146th STREET ON°00 M n' 9,720 sq. ft. 20' .� W w p0�°°4' LOT 2 - 4656 S. 146th STREET Oto LOT 3 - 4658 S. 146th STREET r I ! W n LOT 4 - 4660 S. 146th STREET I r- _ I to ! - I p�?Y���y EASEMENT NOTE: 1 n "S87'56'17"E 126.24 �� z THIS SHORT PLAT CONTAINS A PRIVATE INGRESS, � EGRESS, STORM SYSTEM AND UTILITIES EASEMENT AND MAINTENANCE AGREEMENT FOR THE BENEFIT OF THE W j ow OWNERS OF LOTS 1, 2, 3, AND 4 OF THIS SHORT PLAT. ! r I F- I SEE RECORDING No. 20191017001492. ! w? W AREA 1 w/o easement w( w O 8,023 sq. ft. �i `� N OWNERSHIP OF SAID LOTS 1, 2, 3, AND 4 WITHIN THIS 0 S� I SHORT PLAT INCLUDES AN EQUAL AND UNDIVIDED SW CORNER WAALLL AT � ! ( LOT 1 - Z-�I w o RESPONSIBILITY FOR THE MAINTENANCE OF SAID 10 N. & 1.1' W. � � S 9.593 s. f • 125 0l o sd EASEMENT AND THE CONSTRUCTION, MAINTENANCE, $ zl REPAIR AND REPLACEMENT OF IMPROVEMENTS THEREIN. wEsr END CYCLONE 10 ( SE CORNER CYCLONE FENCE AT ON LINE �`� `� w FENCE AT O X N. & CORRECTION & 0.2' N. � (ioYriym r,� : b -.� 0C14 0.3' W. CO 105. 7' 1 ( 20 67't I o S87'56'17"E 126.24' - - - - 519.96' a -j EXISTING - �-387'56'17"E 646.19' _ 126.24' MOO I MON N CASE SOUTH 146th ST. 1. INSTRUMENT USED WAS A 1 SECOND.rTHEODOUTE (NIKON EAST END CYCLONE - - MPL-332) AND ELECTRONIC DISTANCE MEASURING UNIT. FENCE AT ON LINE TRAVERSE METHODS USED IN PERFORMING SURVEY MEETS OR & 0'7' N. EXCEEDS MINIMUM STANDARDS OF WAC 332-130-090. 2. FIELD SURVEY CONTROL WAS BY CLOSED TRAVERSE LOOPS, MINIMUM CLOSURE OF LOOPS WAS 1:22,000, IN ACCORDANCE PREPARED BY WITH WAC 332-130-090. aa�.® 111 owf044 KIuwARArlsINal �aTW'bo 1`5255 Sunwood Blvd. 3. COMPLY WITH THE GEOTECHNICAL ENGINEERING REPORT, BY ��4 l atn SURVEYING MAPPING Suite A-41 BRUCE S. MACVEIGH, P.E., DATED MAY 30, 2019; AND Aft SMSOUR1141stS1REET o,I� x Tukwila, Wash. 98188 SUBSEQUENT GEOTECHNICAL REPORTS. JOB NUM 4. DECLARA-NON FOR COVENANT SEE REC. No. 20191017001493. PHONE 1Z70 176 DRAWN BY DATE BER JKB 11l2V19 1903-$0iiU HOME; IT IS THE INTENT OF THE GRANTOR THAT THIS AGREEMENT 7 SHALL NOT BE EXTINGUISHED BY THE DOCTRINE OF MERGER. Cnvt&raTPrno in KM n waaaaa T A2� CHECKEDBY „^ SCALE :,v EVISIONS :TE: ll be made to the scope ut Poor approval of the Building Division, [N,Cs will squire a new plan in additional planreview, FIL ®E?y PermItNo. — Plan review approval is subject to enshe am '., Omissions. Approval of construction decuniolifa dead nor authorize the violation of any adopted con of ordinance Receipt of approved Field Copyana., ,�ondibons is acknowledged: BY Date-. )IGL I2o City of Tukwila BUILDING DIVISION SEPARATE PERMIT REQUIRED FOR: ❑ Mechanical Cg Electrical ❑ Plumbing ❑ Gas Piping City of Tukwila BUILDING DIVISION KtvIEVVED FOR CODE COMPLIANCE APPROVED MAR 06 2020 �L W9, City of Tukwila WILDING DIVISION VA NO 1; g rtIE Lot 1 Geotechnical Information - Geotechnical Resort for Four New Single Fa Ulf v Residences and Short Ptat Private Access Road, 46)0( S. 146th Street, Tukwila, WA 98168, dated May30, 2019 Report prepared by: Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. } Tukwila, WA 98168 Cell: 206-571-8794 Lot 1 Earthwork Estimate - Cut 150 cy Foundation and driveway Fill 150 cy Waste on site No import or export of soil. Utility Materials - Stormwater drain lines PVC ASTM-D2729 Sidesewer line PVC ASTM-3034 SDR35 (or as directed by Valley View Sewer District) 0 0 1 • l _ N l FOOTING DRAIN (CENTER LINE) �' . . t TI SPvsc� 18, CKAwm MIA 'IN, fjOaS/ �/vE SLePE moo' . m v 7G F7" GAS METER GAS LINE ry��y1 '�O/ 51 6 6 '� J 126.23' k X —1_ --- 7< -- :K, -- K — A - — X- — — K x — - X - - - - - — - - - - - - - - - - - - - - - - - - - - - k B.O.W. I P EL =277.12' P E.EL-278.69' E I =277.12' I X I II I I LOT # 1 616- a 1 I 4654 SOUTH 146 STREET TUKWILA, WA. I 98168 �$kt MAIN FL000t 277.79' �ti I TOP FLOOR=287.85' o EX. AVG. BLDG. GR.=276.27' 00 I I � � 1 5 �55 o. T ( 0B.O.W. I 2 258 � =277.12' I 28k. '-g.,, [7682'] I P.EL.=277.12' E.EL-277.69' ` P.EL.=274.83' L_ E.EL-274.83' — � PORCH I i i tin 13 50• 0 /,y�9 a50 �2 -- X —X -X 8 .26 279.18 Water service line Paiyethylene 281 42 `1)9 F. N. (or as directed by Water District #125) W�j O O O �No 281.27X i _I9 AREA — DRIVEWAY =29.00'X25.00' =725.00 SQ.FT. WALKWAY ===1 28.75 SQ.FT. WALKWAY FROM PORCH =333.01 SQ.FT. NOTE: HOUSE WILL BE SPRINKI_ERED AS PER CITY OF TUKWILA CODE NO SI LC ALLOWABLE ACTUAL SITE COVERAGE=2,841 SQ.FT. 1 2,V u N WALKWAY N � i 2`f5o I S87 6, 7„ ti x 2�q , r These pians have been reviewed by the Public Works Department for conformance with current City standards. Acceptance is subject to errors and omissions which do not authorize violations of adopted standards or ordinances. The responsibility for the adequacy of the design rests totally with the designer. Additions, deletions or revisions to these drawings after this date will void this acceptance and will require a resubmittal of revised drawings for subsequent approval. Pinal acceptance is subject to &eId inspection by the Public Works utilities inspector. Date: By: :TRIC METER 2�1 (CABLE) FE, PH (CABLE), I GAS STUBS --> 1 X 5 %Z'20' [20.00'] — - - - - - - 25 [25.00'] oe- -513 I CONCRETE DRIVEWAY X EXPOSED AGGREGATE 1 i W PI/C o STORM DRAIN 11%y�l 0. ,k INSTALL CB 40 AT EXISTING TUB lµ GARAGE SLAB & DRIVEWAY AT IIIN.-2•% SLOPE COVERED 1 _NY . I I 25' f25.00'1 - X• fX/S7/N 6 .EN7.f'ANI& PRIVATE ROAD —�� EXISTING 4" s/Z sic€ ss STUB eZ-5.f?,P/116 L//,/,'7 29'-5" [29.42'] 20' [20.00'] 1 h x 2.11, l %4 " POLY, W.S. �C W/314"t1E7Ee (ASAPP.EOV.cD FY W©, #f/Z5 W//,O W/LL DQ 57--Er-E" ✓ 5n /NS 41Z,L -J"5°y '� J. 0- m to DO `L,11-y0 I M REVIEWED FOR CODE COMPLIANCE APPROVED KQ 06 2020 City of Tukwila BUILDING DIVISION _ _ _ — --- 270.38 } 274.i3 — X — — 2' SOUTH 1 t 5 a 9 12C.2,L S87°56'17"E PAINTED FOG LINE 271.81 — O I N 2�ry�5 CD ( 200 y6 ST. NI EXPIRES: 4/24/ZJ�t �te'trvtu OF TUKWILA _ (7 r20 08 18 200 PERMIT CENTER TITLE PROPOSED FOR K. SINGH 4654 SOUTH 146 STREET TUKWILA, WA. 98168 DWN; H.B. SCALE: 1/8"-l' DATE: DEC.02.19 CHKD: PHONE: (206) 244-1900 DRAWING NO. DD19-8119 Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 RECEIVED FEB 24 201U TUKWILA 11l,,MUG WORKS P1 V V HOLD DOWNS SYMBOL MODEL # CAPACITY BASE/EMBED / SIDE WALL MAIL (MIN.) 20 STHD14 5,285# N/A / 30-16d 3.5" X 3.5" STUD POST STHD14RJ 5,285# NIA / 30-16d 3.5" X 3.5° STUD POST O HD96 9,920# 7/8" DIA./8° / 3 EA. 3/4" LAGS 3.5" X 5.5° STUD POST HD12 15,510# 1-1/8" DIAJ12" 14 EA. V LAGS 5.5" X 5.5" STUD POST, ✓O HD19 19,070# 1-1/4" DIA./14" 16 EA. V LAGS 5.5" X 5.5° STUD POST Q MST48 5,310# 25-12d / 25 - 12d 3.5" X 5.5" STUD POST MST72 6,730# 34-12d / 34-12d 3.5" X 5.5" STUD POST ABOVE HOLD DOWNS PER SIMPSON STRONG -TIE. EQUIVALENTS ACCEPTABLE WITH ENGINEER APPROVAL. FOUNDATION BOLTS: 518" DIAMETER ON 48" MAXIMUM SPACING AND AT CORNERS IF MORE THAN 2 FEET AWAY. SECURED WITH NUT AND 3" SQUARE 1/4" WASHERS. HOLD DOWN NOTE: HOLD DOWNS ON THIS FOUNDATION SHEET SHOWN IN THEIR APPROXIMATE LOCATIONS. SEE SHEET P-3 FOR PLACEMENT INSTALLATION LOCATIONS IN FOUNDATION WALLS. %J 1 1r1% V V I_ Q IF !"%%j I_ LX F %J V I 'M Lit-% I I V I V F Lj %1 M SCALER W-1' SILL PLATE ANCHOR BOLTS: IN ALL LOCATIONS WHERE A SILL PLATE RESTS ON CONCRETE FOUNDATION USE 5/8" DIA. ANCHOR BOLTS AT 48" TYPICAL SPACING 3" SQUARE WASHERS (PER USUAL PRACTICE) NOTE: INSTALL DOUBLE JOISTS UNDER PARALLEL WALLS OF MAIN FLOOR 2 a #4 Rebar Horiz. in Top 12" to a #4 Rebar #4 Rebar every 24" or less in vertical #4 Rebar(2) Z�, s — �� 'Z %7': /'?1fl• .$�... mil` ¢¢ zi l Tye � I 3'-0" WIDE MIN. CRAWS SPACE I ACCESS TYP. 4 #4 Rebar Horiz. in Top 12" .t #4 Rebar #4 Rebar(2) #4 Rebar every 30" or less in vertical _///T--iP/O TL TITLE PROPOSED FOR K. SIKH 4654 SOUTH 146 STREET TUKWILA, WA. 98168 II DWN: I KID. SCALE: 1 1/4 II DATE: I DEC.02.19 II CHKD: II PHONE:I (206) 244-1900 11 III DRAWING NO. -I Bruce MocVelgh, P.E. TUKWILA, WA. 206.242.7665 FOUNDATION FOOTING AND WALL DUAILEB 18 208 SCALE:1 /4"-1' PERMIT CENTS 2 a INA Outdoor combustion air for Appliance G2407.6.1 (304.6.1) Two -Permanent -Openings Method; Two permanent openings (6" in Diameter), one commencing within 12 Inches (305mm) of the top and one commencing within 12 inches (305mm) of the bottom of the enclosure, shall be provided. The openings shall communicate directy or by ducts with the outdoors or spaces that freely communicate With the outdoors. /7\ I H.W. PANTRY W.L.C. D. a IIIm r T.J.I. JOISTS II co N I II w -�II< �n 110r, Ti- l� GUEST ROOM Cr t6 " Ili I „3.9x.s I I 0 i (Ire TIw� N ojo 0 0 0 MIN. III XIS^ POST X E-ii a KITCHENS "� p 78"x24" CRAWL SPACE GARAGE 1 DROPPED BEAM O --"-----"""" 1; I 1 "- ACCESS AT WALL SLAB & DRIVEWAY AT a _ i I I \ 12'-11'* 3'-6" 10' = MIN. 2% .D. FAN SMOKE ALARM & O ((I SLOPE I CARBON MONOXIDE I i (ISLAND RE I 6"xsa ALARM a"xs•6„ MUD ROOM 2 T.J.I. JOISTS BELOW BED M-1 WALL I Ii ( IIn 3-PC 2'8"X6'8^ BEA ( MI BELOW W.I.C.- 1 WALL b GARAGE y ((,A��k� m T.J.I, JOISTS Cp 16 "NOOK \ j �0 16' 6' Ilk.) n 0 in I ss IiI r6f-�Hir F2 ~ I 1 T.J.1. JOISTS � II 2"X12" WITH 2% SLOPE I yam. p co -I a� •parr III Q ~ I DROPPED BEAM -=_ 36" MINIMUM HANDRAILS /%G) (Iw 1 in mI I) I I SOLID CORE, ,r �6 m `III io `, WEATHERSTRIP 2 T.J.I. JOISTS III SELF -CLOSER O ro BELOW ENSUITE & MASTER W.I.C. WALL ARCH N - I ---BEa 36" MINIMUM q rt ILf - N HAN RAILS �/ X/� f'• Z N 3 O2 ' 10 2' 8° 01 rn 4,-5„ 76• 14' 3' 5'-5" 17'-7" FAMILY ROOM u, d 16 UP v LIVING r DINI -0 k8r' p G r =III z - �„� ENTRY T.J.I. JOISTS �/ ,/O 4 T //O YX8,3 o L I✓ /6 " to N 3' 6' 3' 6 6' 3' 6' O N S. .. ( 1 ATE ) /P-E�RED r e f S.G.fTE PE 6 I 3 [�] 6 3 66 3. ISO /".\ l`V/I PORCH ___ I L 1) . P, 0 3 6 3 6� b -h" I, 3'-9" I. 3'- ---- -. _--. Sheatnmg of Eg Fd Sk Grp Surf Matedai Ra1ng Thick GU Ply Or �n Size TYPs in in Ext in.'i,-- 24/16 71t19 3 Ho2 83500 8d Nail N 6 6 Y 3 Ext 24/167/16s` 24116 7116 - 3 Harz 83500 8d Nail N 3 6 Y - 2,3 Both 24t16 7/i6 3 Ho2 83500 8d Nail N 3 6 Y 23 Legend.- Grp - Wall Design Group number, used to reference wall in other tables Surf- Exterior or interior surface when applied to exterior wall Ratng- Span rating, see SDPWS Table C4.2.2.2C Thick -Nominal panel thickness GU- Gypsum underlay thickness Ply -Number of plies (or layers) in construction ofpl wood sheets Or -Orientation o€longer dimension ofsheaming pa Gvtv- Shear stiffness in Ibbn. of depth from SDPWS Tables C4.2.2A-B G B, Ptas gypsum lath, nail forypsum sheathing, Box -box net ts, andCasinq casingnat Ree Ps�fing Deli, Screw-r drywall screw Size -Common, box, and casing nails: refer to SDPWS Table At (casing sizes =box an as)- l2'fibedwaM); 9 P = es)• 13 a plasterboard = 0.92° x 1- Gauges: it ga0.120°x i•3�4"(gypsum sheathing, 25G2"fiberboard),1-M*(lath&Piaster, 1!8 Cooleror gypsum wallboard naiG 5d=.086°xi-5/8°;6d=.092°xf-7/8,-8d=•113°x2-3r8 ,'6Bd=8d base Ply,Bd fac�'Plyfor 2-ply Drywall screws: No. 6, 1-1r4" tong. 5r8° gypsum sheathing can also use 6d cooleror GW8 nail Df- Deformed nails (threaded orspiral), with increased withdrawal capacity Eg- Panel edge fastanerspacing 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: must he 3" nominal or order with aiag9ered neiGng according to SDPWS 4.3.7.1.4 2. Framing at adjoining panel edges 3. Shear capacity for g panerrent design has been increased to the value for 15132" sheathing with same nailing because stud spacing is 16 max, or panel orientation is horizantaL See SDPWS T4.3A Note 2. 3'-9" 1 5'-li" 2'-2- 60' MAIN FLOOR SCALE:1 /4"-1 ' TOTAL MAIN FLOOR AREA = 2,668 SQ.FT. GARAGE AREA = 664 SQ.FT. NFT MAIN FLOOR AREA = 1 ,914 SQ.FT. FRAMING MATERIALS and STANDAKUWFu O b Spelt SG E standard Waii .wall Species Grade In It In ' 7n As G 1 D.Fir-L Stud 1.50 5'50 16 0,50 1.40 2 D.Fir-L Stud 1.5o 5.50 16 0.60 1A 3 D.Fir-L Stud 1.50 5.50 161.40 4 D.F _L Stud 1.50 5.50 16 4.50 L40 16' 3' �Y CJ Xf B rt% Z,�lr�0 PS/ v / f( c5" "33' S" r/x 15 ,d�6 2,sto a ps/ .HOLD DOWNS SYMBOL MODEL # CAPACITY BASE/EMBED. / SiDE WALL MAT'L (MIN.) ❑ STHD14 5,285# N/A / 30-16d 3.5" X 3.5" STUD POST Z STHD14RJ 5,285# N/A / 30-16d 3.5" X 3.5' STUD POST Q HD913 9,920# 7/8' DIA./8" 13 EA. 3/4' LAGS 3.5" X 5.5" STUD POST HD12 15,510# 1-1/8" DIA./12' 14 EA. 1- LAGS 5.5" X 5.5' STUD POST O HD19 19,070# 1-1/4' DIA./14" / SEA. 1" LAGS 5.5" X 5.5" STUD POST A MST48 5,310# 25-12d 125 -12d 3.5' X 5.5" STUD POST MST72 6,730# 34-12d /34-12d 3.5" X 5.5" STUD POST ABOVE HOLD DOWNS PER SDI NPSON STRONG -TIE. EQUIVALENTS ACCEPTABLE WITH ENGINEER APPROVAL. FOUNDATION BOLTS: 518 DIAMETER ON 48" MAXIMUM SPACING AND AT CORNERS IF . MORE THAN 2 FEET AWAY. SECURED WITH NUT AND 3" SQUARE 1/4" WASHERS. s SMOKE & CARBON MONOXIDE DETECTOR LOCATION HARDWIRED WITH BATTERY BACK UP F FAN LOCATION RATED AT 100 CFM AT KITCHEN 50 CFM AT BATHROOMS. VENT ALL EXHAUST FAN TO THE OUTSIDE, EXHAUST DUCT ARE TO BE CONST. OF SMOOTH BORE NON COMBUSTABLE MATERIAL AND ARE TO BE INSULATED AS PER REQUIRED BY WSEC. PROVIDE WITH TIMER AT EACH LOCATION WHOLE HOUSE VENTILATION 1. INSTALL FAN IN LAUNDRY ROOM 2. INSTALL 24HR TIME TO CONTROL EXHAUSTION FAN 3. EXHAUST FAN TO BE 125 CFM MIN. 4. INSTALL AUTOMATIC ELECTRIC DAMPER IN THE OUTSIDE ELECTRIC AIR INTAKE 5. INSTALL 7" OUTSIDE AIR INTAKE DUCT AND CONNECT TO THE RETURN AIR PLENUM WITHIN 4'-0 OF POWER. ADD 1" DIAMETER FOR FLEX DUCT FOR LENGTH OVER 20'-0 AND EACH ELBOW OVER THIRD ELBOW. THE TERMINAL ELEMENTS SHALL BE 8" BUILDING MECHANICAL SYSTEM SHALL BE PER WSEC PRECIRPTIVE OPTION OF 2015 CODE REVIEWED FOR CODE COMPLIANCE APPROVED IN 06 2020 City of Tukwila BUILDING DIVISION FLOOR AREA: TOTAL LOT AREA=9,593 SQ.FT. NET MAIN FLOOR AREA=1,914 SQ.FT. NET TOP FLOOR AREA=2,242 SQ.FT. TOTAL FLOOR AREA=4,156 SQ.FT. NOTES: 1. SIZE OF T.J.I. JOISTS DESIGNED BY ENGINEER. 2. ALL BEAMS TO BE SIZED BY CIVIL ENGINEER. 3. 22"X28" ATTIC ACCESS TO ALL ROOF SPACES. ®4. WHOLE HOUSE FAN VENT TO OUTSIDE. FAN 5. ALL EXTERIOR WALLS TO BE 2"X6", AND INTERIOR WALLS TO BE 2"X4" UNLESS OTHERWISE NOTED. {o) -CARBON MONOXIDE DETECTOR EI -FLOOR DRAIN S.G. -SAFETY GLASS hm-HANGER FFL -POCKET IN BEAM t 7 ,c&9' eO TITLE PROPOSED FOR K. SINGH 4654 SOUTH 146 STREET TUKWILA, WA. 98168 DWN: I H.B. SCALE: 1/4"-1' DATE: DEC.02. 19 CHKD: PHONE: (206) 244- 1900 DRAWING NO. FEB 18 Xit PERMIT CENTI DD19-81 19 Bruce MccVeigh, P.E. TUKWILA, WA. 206.24-2.7665 P3 %LJ VA 14 .HOLD DOWNS SYMBOL MODEL # CAPACITY BASE/EMBED. / SIDE WALL MArL (MIN.) ❑ STHD14 5,285# N/A 130-16d 3.5" X 3.5' STUD POST Z STHD14RJ 5,285# NIA 30-16d 3.5" X 3.5' STUD POST O HD9B 9,920# 7/8" DIA./8" / 3 EA. 3/4' LAGS 3.5" X 5.5" STUD POST HD12 15,510# 1-1/8' DIA./12- 14 EA. 1" LAGS 5.5" X 5.5" STUD POST O HD19 19,070# 1-1/4' DIA./14" 15 EA. 1" LAGS 5.5" X 5.5" STUD POST I/Q MST48 5,310# 25-12d / 25 -12d 3.5' X 5.5' STUD POST MST72 6,730# 34-12d / 34-12d 3.5" X 5.5" STUD POST ABOVE HOLD DOWNS PER SIMPSON STRONG-TiE. EQUIVALENTS ACCEPTABLE WITH ENGINEER APPROVAL. FOUNDATION BOLTS: 5/8" DIAMETER ON 48" MAXIMUM SPACING AND AT CORNERS IF MORE THAN 2 FEET AWAY. SECURED WITH NUT AND 3' SQUARE 114" WASHERS. Sheathing Fasteners APPLY Grp Surf Material Ratng Thick GU Ply Or Gvtv Size Type Of Eg Fd Sk Notes in in ibslln in in Ext Struct Sh OSB 24116 7116 - 3 Horz 83500 8d Nail N 4 6 Y 2,3 Ext Struct Sh OSB 24116 7/16 - 3 Holz 83500 8d Nail N 6 6 Y 3 3 1 Struct Sh OSB 24116 7/16 - 3 Ho¢ 83500 8d Nail N 3 6 Y 2,3 Both Struct Sh OSS 24116 7116 - 3 Hors 83500 Sd Nail N 3 6 Y 1 2,3 Grp -Well Design Group number, used to reference wall in other tables Surf- Exterior orintedor surface when applied to exterior wail Retail - Span rating, see SDPWS Table C4.2.2.2C Thick-Nominetpanet thickness GU -Gypsum underfay thickness Ply -Numberofplies (orlayers) in construction of plywood sheets Or- Orientation ofiongerdimension of sheathing panels Gvtv- Shearstiftess in lbfin. of depth from SDPWS Tables C4.2.24-B Type- Fastener We from SDPWS Tables 4.3A-D: Nail- common wire nail for structural panels and lumber, coofor or gypsum wallboard nail for GWB, plasterboard nail for gypsum loth, galvanised nail for gypsum sheathing; Box- box nail,• Casing -casing naih,Rout- rooflngnail, Screw - drywall screw Size -Common, box, and casing nails: refer to SDPWS Table At (casing saes = box sizes), Gauges: 11 ga = 0. 120'x f•314' (gypsum sheathing, 25r32"fiberboard ), 1-112'(lath &plaster, 112"fiberboard); 13 go plasterboard = 0.92'x 1- 1/8' Coolerorgypsum wallboard nail: 5d=.085"xf-5r8;•6d=.092'x 1-718 8d-.113"x 2-W &8d= 6d base ply, 8d face ply fort -ply GWB. Drywall screws: No. 6 1-114'long. 5r8' gypsum sheathing can also use 6d coolerorGWB nail Of -Deformed nails (threaded orsptml), with increased withdrawal capacity Eg- Panel edge fastenarspacing 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: 2. Framing at adjoining panel edges must be 3" nominal or wider with stagdin staggered nailing according to SDPWS 4.3.7A A 3. Shear capacity for current design has been increased to the value for 15t32" sheathing with same nailing because stud spacing is I&' max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. Wall Species Grade b d Spcg SG E Standard Wall G In In In ^S 1 D.Fir-L Slud 1.50 5,50 16 0.50 1A0 2 D.Fir-L Stud 1,50 5.50 16 0.50 1.40 3 D.Fir-L Stud 1.50 5.50 16 0.50 1A0 4 D.Fir-L Stud 1,50 5.5D 16 0.50 1.40 DOTE: HOUSE WILL BE SPRINKLERED AS PER CITY OF TUKWILA CODE h Z, ��o yoS1 EXPIRES: 4/24Jz/ /6 0" `/ f? 12a k F11: TITLE PROPOSED FOR K. SINGH 4654 SOUTH 146 STREET TUKWILA, WA. 98168 IIDWN: 1 H.B. 11 II SCALE:' i /4"- i' ') II DATE: I DEC.02.19 CHM PHONE: (206) 244-1900 DRAWING NO. Bruce MOcVelgh, P.E. TUKWILA, WA. 206.242,7665 NO FEB 18 PERMIT CI P4 K J `' 12 S INT OF ROOF CONCRETE TILE SHAKE PROFILE TOP OF PLATE MUNTIN BARS T PE 0 t a STUCCO SIDI 4" TRIM ON ALL WINDOWS AND DOORS MAIN FLOOR=277.79' SLOPING NO NOTES I m EL, 277.69 _ _ — E277.12' I. - CAULK AND SEAL, ALL WINDOW/DOOR AND EXTERIOR ENVELOPE PENETRATIONS GLAZING PER STATE ENERGY CODE SEPARATE PERMITS REQUIRED FOR FENCES, PLUMBING, MECHANICAL AND ELECTRICAL 50% OF ROOF VENTING SHALL OCCUR IN EAVES AS BIRD BLOCKING REFER TO ALL ELEVATIONS FOR TYPICAL NOTES S.G = SAFETY GLASS EXTERIOR RIDGE OF ROOF " OVERHANG TYP. o® U.N.O. I 0 42" MINIMUM GUARDRAILS TOP FLOOR c i 2"X10" TRIM BOARD :- n B MAIN FLOOR SOUTH ELEVATION P.EL.=274.83' DIRT LEVEL EEL— 4.83' LOPING AWAY ALL EXTERIOR WALLS MUST BE COVERED WITH A PERMANENT WATERPROOF MEMBRANE BEFORE THE MASONRY IS INSTALLED, MEMBRANE MUST EXTEND OVER BASE FLASHING ON TOP OF THE FOUNDATION. FLASHING MUST BE CONTINUOUS AROUND THE ENTIRE FOUNDATION AND ALL SPLICES MUST BE SEALED AND WATERTIGHT. THE BASE FLASHING SEAMS, INSIDE AND OUTSIDE CORNERS, OVERLAPS, ETC. SHOULD BE PERMANENTLY SEALED PER THE MANUFACTURERS' WRITTEN INSTRUCTIONS. THE FLASHING MUST EXTEND OVER AND PAST THE FOUNDATION ONE-HALF INCH, PASS OVER THE FOUNDATION LEDGE THAT SUPPORTS THE MASONRY, AND TURN UP THE VERTICAL WALL AT LEAST 16 INCHES IN ONE CONTINUOUS PIECE. ALL STORM WATER FROM ROOFS SHOULD BE PIPED AWAY FROM THE HOUSE IN BURIED 4-INCH DIAMETER PIPES, ALL FITTINGS UNDERGROUND SHALL BE NO GREATER THAN A 45 DEGREE ANGLE TO FACILITATE CLEANING EQUIPMENT IN THE EVENT OF A FUTURE CLOG. CONTINUOUS GUTTERS SHALL BE INSTALLED THAT CAPTURE ALL ROOF STORM WATER. WOOD SURFACES THAT WILL BE PAINTED SHOULD BE PRIMED AND FINISHED PAINTED ON ALL SURFACES AND CUT EDGES BEFORE THE WOOD IS INSTALLED. THE PAYOFF IS A PAINTED FINISHED THAT RARELY WILL BLISTER OR PEEL. THE PRIMERS USED TO PAINT BARE WOOD SHALL BE THE ONES RECOMMENDED BY THE FINISH PAINT MANUFACTURER. OFTEN THE FINISH PAINT WILL BOND MUCH BETTER TO A PRIMER DESIGNED TO WORK WITH THE FINISH PAINT. THE FINISH PAINT SHALL BE ACRYLIC -URETHANE RESIN PAINT (E.G. SHERWIN WILLIAMS "DURATION" OR SEARS & ROEBUCK'S "WEATHERBEATER ULTRA"). ALL CRACKS BETWEEN DISSIMILAR MATERIALS SHALL BE CAULKED WITH TOP -GRADE ACRYLIC -SILICONE BLEND PAINTABLE CAULK. P.EL.=2/4. E.EL.=274, EAST ELEVATION _ — — — _ — — _ EEL.=273.88' IGKtVIEVVED FOR ODE COMPLIANCE APPROVED a 06 2020 City of Tukwila BUILDING DIVISION C RECEIVED CITY OF TUKWILA FEB 18 26'M PERMIT CENTER TITLE PROPOSED FOR K. SINGH 4654 SOUTH 146 STREET TUKWILA, WA. 98168 DWN: I H.B. SCALE: 1/4"-1' DATE: DEC.02A9 CHKD: PHONE: (206) 244-1900 DRAWING NO. • i 1 Bruce MOcVeigh, P.E. -1UMILA, WA. 206.242.7665 P 6 I% \SM t3.. 12 6 1" PLYWOOD STEPS TYP. STAIR PLAN SCALE: 1 /2"-1 ' NOTE: TRUSS LAYOUT WILL BE PROVIDED TO THE PLAN EXAMINER 7 DAYS IN ADVANCE BEFORE INSTALLATION CONC. TILE ROOF FOR APPROVAL, DESIGNED BY 1X4 STRAPPING, TRUSS G+G. ENG. BUILDING PAPER. *RIDGE VENTING* j I I HERDERS (TYP.): / I I (SIZE DETERMINED 2 X TRUSS OF ROOF I 1 BY OPENING FRAMING I I WIDTH) R-49 AF1IC INSULATION YZ" DRYWALL LSTUDS 2X4 © 12''O.C. TYP EXT. WALL CONSTRUCTION: HARDI-PLANK SIDING TYP. FLOOR CONSTRUCTION: 3/4" T&G PLYWOOD BUILDING WRAP 7/t5" OSB SHEATHING T.J.I. JOISTS W/ CROSS BRIDGING OR BLOCKING 2"X6" STUDS @16" O.C. �j OR AS PER FLOOR DESIGN R21 BATT INSULATION Y2" GYPSUM BOARD m BY OTHERS 2"x6"-------- FINISH TO CODE BOTTOM -FRAMING -INSULATION TREATED -VAPOUR BARRIER PLATE 10' x 5/8" ANCHOR ------ -DRYWALL BOLTS 7" EMBEDMENT @ 48" SPACING R-30 FINISHED GRADE INSULATION \\j \j\�/\\j\\j\``j\\ITT •— \:. 8"THICK COLIC. WAIL - -+- J 6 MIL BLACK �2 ' - - ---- --#(4) ® 48" O.C. FOR VAPOR BARRIER CONSTRUCTION JOINT - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -------------- y( DRAIN TILE- A Note: -6" -(1) N4 CONTINUOUS SECTION FOUNDATION REBAR Section notes by P. , SCALE:1/4„ -i' P2-P4 Eng. shall have precedence over designer's notes. N0. MANUFACTURER FRAME MATERIAL SIZE QTY. U-VALUE AREA S.F. 1 JELD-WEN WINDOWS VINYL 2'X3' 3 6 2 JELD-WEN WINDOWS VINYL 2'X4' 2 8 3 JELD-WEN WINDOWS VINYL 2'6"X6' 4 _ 15 4 JELD-WEN WINDOWS VINYL 3'X4' 2 _ 12 5 JELD-WEN WINDOWS VINYL 3'X5' 2 15 6 JELD-WEN WINDOWS VINYL 3'X6' 13 18 7 JELD-WEN WINDOWS VINYL 4'X4' 2 16 8 JELD-WEN WINDOWS VINYL 5'X5' 4 25 9 JELD-WEN WINDOWS VINYL 6'X5' _ 3 30 WINDOW NOTES: 1. CONTRACTORS SHALL VERIFY ALL ROUGH OPENINGS. SUBMIT SHOP DRAWINGS 2. OVERALL WINDOW DIMENSIONS ARE MEASURED TO ROUGH OPENINGS, WINDOW MANUFACTURER TO COORDINATE WINDOW SYSTEMS WITH ROUGH OPENINGS 3. WINDOW MANUFACTURER SHALL MEET SEISMIC AND WIND CRITERIA GENERAL NOTES ALL CONSTRUCTION PER APPLICABLE CODE AND ORDINANCES 2015 IRC, IBC - 2015 WASHINGTON STATE ENERGY CODE VERIFY ALL DIMENSION ON THE JOB SITE. BRING DISCREPANCIES TO THE ATTENTION OF OWNER OR DESIGNER OWNER WILL VERIFY WINDOW SIZES AND MANUFACTURER WITH FRAMER BEFORE THE START OF THE CONSTRUCTION ONE WINDOW PER BEDROOM SHALL MEET EGRESS CODE SKYLIGHTS PER 2015 IBC OWNER WILL VERIFY ELECTRICAL AND HEAT LAYOUT WITH THE INSTALLER BEFORE INSTALLATION TJI PRODUCTS TO BE INSTALLED PER MANUFACTUER'S INSTALLATION GUIDE AND APPROVED REPORTS ALL METAL CONNECTION WITH TREATED WOOD SHALL BE AT A MIN. TRIPLE ZINC ZMAX (G185 PER ASTM A653); HOT DIP GALVANIZE (ASTM A123 FOR CONNECTORS AND ASTM 153 FOR FASTENERS AND ANCHORS ENTRY fi'X6" POST D OOR 6X6 SIMPSON PO' BRACKET SILL ASKET DOOR KeViEWED FOR CODE COMPLIANCE APPROVED MAR 06 2020 City Of Tukwila BUILDING DIVISION 17 W �- ENTRY AREA WAL WILL BE; CONC. WALL DAMPROOFlNG FLUSH TO THE T P OF THE FIRST FLOOR. CRAWL FLASHING TO BV INSTALLED BY CONTRACTOR EKIRIO SPACE AS PER IRC 2 15 CODE. SLAB & DECK DETAIL AT FRONT ENTRY SCALE:1 /4"-1 ' FEB 18 PERMIT CI TITLE PROPOSED FOR K. SINGH 4654 SOUTH 146 STREET TUKWILA, WA. 98168 DWN: I H.B. SCALE: AS NOTED DATE: DEC.02.19 CHKD: PHONE: (206) 244-1900 DRAWING NO. Bruce MacVeigh, P.E. TUKWI�A, WA. 206.242.7665 r 1 / -r ®" r IV I K �11 V a m s ��� �:' at' $ S " ++t r of t # n e.s'j 1 t j a GENERAL NOTES: 1. Approved site address shall be provided for all new constructions in such position as to be plainly visible from the street fronting the structure. 2. Walls and floors separating dwelling units in the same building shall not be less than 1-hr fire resistive construction. 3. Garage shall be separated from the residence and its attic area by not less than 1/2" gypsum board applied to the garage side. Garages beneath habitable rooms shall be separated from all habitable rooms above by not less than 518" Type "X" gypsum board. 4. R-3 Single -Family residence, duplexes or townhouses shall not exceed 40' in height. (IRC Section 503 Table 503) Zoning regulations or Deed restrictions may limit the height of structure more stringently. 5. Dwelling units shall have at least one room with not less than 120 sqA. of floor area. Other habitable rooms, except kitchen, shall have an area of not less than 70 sq.ft., and be not less than 7' in any dimension. 6. All wood in contact with the ground or embedded in concrete shall be approved pressure -treated wood. 7. End of wood girders entering concrete or masonry walls shall be provided with a 1/2" air space on tops, sides, and ends unless naturally durable or pressure -treated wood used. 8. Whether resistive sheathing paper as asphalt -saturated felt must be free from holes and breaks, weighing no less than 14 pound per sq.ft. Such felt shall be applied horizontally with the upper layer lapped over the lower layer not less than 2" and where joints occur, felt shall be lapped not less than 6". 9. Provide caulking, sealing, weather stripping to prevent air leakage around: all windows and exterior doors, opening between walls and foundation, opening between walls and roof, opening at all penetrations of the building envelope for utility services. 10, Ali access doors from conditioned to unconditioned spaces (attics, crawl spaces, etc.) shall be weather stripped and insulated to the level equivalent to the insulation on the surrounding surfaces, FOOTING AND FOUNDATION: 1. All fooling shall be supported on undisturbed natural soil or engineered fill. 2. Footing for masonry fireplaces and chimneys shall be constructed of concrete or solid masonry at least thick d 12 " tit n shall least 6" beyond the face of the foundation wall. a aI extend a at as Y 3. Concrete foundation wails shall extend above finished grade adjacent to the foundation at all points a min. of 4" where masonry used and a min. of 6" elsewhere. 4. All exterior footings shall be placed at least 18" below undisturbed ground surface. 5. A ground cover of 6 mil. black polyethylene shall be laid over the ground within crawl spaces. The ground cover shall be overtopped 12" min. at the joints and shall extend to the foundation wall. The ground cover may be omitted if crawl space has concrete stab of min. 3 1/2", in thickness. DRAINAGE NOTES: 1. Surface drainage shall be diverted to a storm sewer conveyance or other approved point of collection so as to not create a hazard. Lots shall be graded to drain surface water away from foundation walls. FRAMING NOTES: 1. Access to sit under floor spaces shall be provided with a min. opening of 18" x 24". ha b min. of 1 "to the floor joist and 12' min. to the wood girders. 2. Under floor clearance s II e a 8 j 3. Attic with a minimum vertical height of 30" must be provided with a minimum access opening of not less than 22' x 30". DOORS AND WINDOWS: 1. At least one exit door shall be provided for each dwelling unit. The required exit door shall be a side -hinged door not less than 36" In width and 80" in height. 2. Openings from a garage directly into room used for sleeping purposes shall not be permitted. Other opening between garage and residence shall be 20-minute fire -rated doors. 3. All sleeping rooms and basement are required to have egress windows. The window shall have a min. net clear openable area of 5.7 sq.ft. The min. net clear openable height shall be 24" and min. openable width shall be not less than 20". The window shall have a finished sill height not more than 44" above the floor. Window wells shall be provided when egress windows have a finished sill height below adjacent ground elevation. The well shall allow the window to be fully opened and provide a min, accessible net clear opening of 9 sq.ft. with a min. dimension of 36". Window wells with a vertical depth of more than 44" shall be provided with a permanent ladder. 4. Any change in windows must be approved by the Building Department prior to installation. NFRC compliance sticker shall remain on the windows until the framing inspection has been approved by the Building Department. VENTILATION NOTES: 1. All habitable rooms must be provided with natural light (glazing area min. 8 percent of the floor area of such room) and ventilation, and have a min. openable area to the outdoor of 4 percent of the floor area being ventilated. 2. For the purpose of air flow, all Interior doors shall be undercut to a min. of 1/2" above the surface of the finished floor covering. EXHAUSTFANS IRC R303.4, Section M1501, M1507. Exhaust fans are required in each kitchen, bathroom, water closet room, laundry facility, indoor swimming pool, spa and other rooms where excess water vapor or cooking odor is produced. The air removed by every mechanical exhaust system shall be discharged outdoors at a point where it will not cause a nuisance and not less than the distances specified in IMC Section 501.2.1. The air shall be discharged to a location from which it cannot again be readily drawn in by a ventilating system. Dryer exhaust ducts shall not be exhausted into an attic or crawl space. The termination point shall be located at least 3-feet from property lines, 3-feet in any direction from openings into the buildings and 104eet from mechanical air intakes') SEALS AND WEATHERSTRIPPING: - 1. Apply DuPont FlexWrap self adhesive material into the windows rough opening prior to windows installation, per manufacturers recomendation. 2. Exterior doors and windows shall be designed to limit air leakage into or from the building envelope. 2a. Exterior joints around windows and door frames, opening between walls and foundation, between walls and roof and wall panels: opening at penetrations of utility services through walls, floors and roofs; and all other openings in the building envelope and between units shall be sealed, caulked, gasketed or weatherstripped to limit air leakage. 3. All exterior doors or doors serving as access to an enclosed unheated area shall be weatherstripped to limit leakage around their perimeter when in a closed position. 4. Site built windows shall be made tightfitting. Fixed lites shall have glass retained by stops with sealant or caulking all around. Operating sash shall have weatherstripping working against overlapping trim and and a closer/latch which will hold the sash closed. The window frame to framing crack shall be made tight with caulking, overlapping membrane or other approved technique. INSULATION NOTES: 1. Wall insulation, attic, vaulted ceiling and under -floor insulation shall be in accordance with a local energy code. Insulate behind tubs and showers. Insulation baffles to maintain min. 1" air space above insulation. Extend baffle 6' above bait insulation. Extend bade 12" above blown Insulation. 2. All ductwork shall be insulated without impingement from building surface. 3. In deep frost line areas, or as required by local code, water pipes outside of the conditioned space shall be insulated to a min. of R-3. 4. All electric hot water heaters must be insulated to a R-10 when located in an unheated space or on a concrete floor. ROOF NOTES: 1. Roof slopes from 2 units vertical by 12 units horizontal up to 4 units vent. and 12 units horizontal, underlayment shall be 2 layers overlapping 19 Inches. For slopes of 4 units vert. by 12 units hoe. or greater, underlayment shall be 1 layer overlapping 2 inches. MASONRY: 1. Stone and masonry veneers installed over a backing of wood or cold -formed steel shall be limited to the first story above grade and shall not exceed 5" in thickness. STAIRS AND RAILING NOTES: 1. Handrails height measured vertically from the sloped plane adjoining the tread nosing or finished surface of ramped slope, shall be no less than 34"not greater than 38". Spacing between the wall and handrail shall be not less than 1 1/2". All required handrails shall provide adequate graspabliity. 2. All stairways shall have a min. of & 8" headroom clearance, measured vertically from the sloped plane. Stairways shall be not less than 36' in clear width at all points. Usable space under stairs shall be protected with 112" gypsum board from the enclosed side. 3. The max. riser height shall be 7 314". The deer shall be measured vertically between leading edges of the adjacent treads. The minimum tread depth shall be 11". The largest tread rise or run may not exceed the smallest by more than 318. Winder treads shall have a min. tread depth of 6" at any point 4. There shall be a floor or landing at the top and bottom of each stairway. A flight of stairs shall not have a vertical rise greater than 12.0' between floor levels or landings. The width of each landing shall not be less than the stairway served. Every landing shall have a min. of 36' measured in the direction traveled. Exception: A floor or landing is not required at the top of an interior flight of stairs, including stairs in an enclosed garage, provided a door does not swing over the stairs. All Interior and exterior stairways shall be provided with a means to illuminate the stairs and landing. The floor or landing at the exit door shall not be more than 1.5" lower than the top of the threshold. There shall be a wall switch at each floor level to control the lighting, where the stairway has six or more risers. The illumination of exterior stairways shall be controlled from Inside the dwelling unit. 5. Spiral stairways are permitted, provided the min. width of 26" with each tread of min. of 7 112" at 12" from the narrower edge. All treads shall be identical and with a max. rise of 9 112". A minimum headroom shall be V - 6. (IRC R311.8.1) 6. Porches, balcony, ramps or raised floor surfaces located more than 30 inches above the floor or grade below shall have guards not less than 36" in height Open sides of stairs with total rise of more than 30" shall have guards not less than 34" in height measured vertically from the nosing of the treads. Opening in guards must be such that a 4" sphere can not pass through. SAFETY GLAZING REQUIRED: R308.1 Each pane of glass installed in a hazardous location shall be provided with a manufacturers designation specifying who applied the designation, designating the type of glass and the safety glazing standard. The designation shall be visible in the final installation and shall be acid etched, sand -blasted, ceramic fired, laser etched, embossed or on that cannot be removed without being destroyed. R308.4 Hazardous locations. The following shall be considered specific hazardous locations for the purposes of glazing: 1. Glazing in all fixed and operable panels of swinging, sliding and bifold doors. Exceptions: 1. Glazed openings of a size through which a 3-inch diameter (76 mm) sphere is unable to pass. 2. Decorative glazing. R308.4.2. Glazing in an individual fixed or operable panel adjacent to a door where the nearest vertical edge is within a 24-Inch (610 mm) arc of the door in a closed position and whose bottom edge Is less than 60 inches above the floor or walking surface. Exceptions: 1. Decorative glazing. 2. When there Is an Intervening wail or other permanent banter between the door and the glazing. 3. Glazing In walls on the latch side of and perpendicular to the plane of the door In a closed position. 4. Glazing where access through the door is to a closet or storage area 3-ft or less in depth. 5. Glazing that is adjacent to the fixed panel of patio doors. R308.4.3. Glazing In an individual fixed or operable panel that meets all of the following conditions: 1. The exposed area of an individual pane Is larger than 9 square feet; and 2. The bottom edge of the glazing is less than 18 inches above the floor; and 3. The top edge of the glazing is more than 36 inches above the floor, and 4. One or more walking surfaces are within 36 inches, measured horizontally and in a straight line, of the glazing. Exceptions: 1. Decorative glazing. 2. When a horizontal rail is Installed on the accessible sides) of the glazing 34 to 38 inches above the walking surface. The rail shall be capable of withstanding a horizontal load of 50 pounds per linear foot without contacting the glass and be a minimum of 11/2 inches (38 mm)in cross sectional height. 3. Outboard panes in insulating glass units and other multiple glazed panels when the bottom edge of the glass is 25 feet or more above grade, a roof, walking surfaces or other horizontal [within 45 degrees of horizontal] surface adjacent to the glass exterior. R308.4.4. All glazing In guards and railings regardless of area or height above a walking surface, Including structural baluster panels and nonstructural infill panels. Glass used as a handrail assembly or a guard section shall be firmly supported on all edges. As an option glazing not supported on alledges shall be approved subject to detailed construction documents, detailed shop drawings, and analysis or test data assuring safe performance for the specific installation prepared by a registered design professional shall be required. (ref IBC2403) R308.4.5. Glazing and wet surfaces Including enclosures or walls facing hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers where the bottom -exposed edge of the glazing is less than 60 Inches measured iertieaily above any standing or walking surface and less than 60-Inches measured horizontally In a straight line from the water's edge of a bathtub, hot spa, or whidpooi, or swimming pool. Glazing in walls and fences adjacent to indoor and outdoor swimming ports, hot tubs and spas where the bottom edge of the glazing Is less than 60 inches above a walking surface and within 60 inches, measured horizontally and in a straight line, of the waters edge. This shall apply to single glazing and all panes in multiple glazing. R308.4.6. Glazing adjacent to stairways, landings and ramps less than 36 inches above the plane of the walking surface. Exceptions: 1. When a rail Is installed on the accessible side(s) of the glazing 34 to 38 inches above the walking surface. The rail shall be capable of withstanding a horizontal load of 50 pounds per linear foot without contacting the glass and be a minimum of 1112 inches in cross sectional height 2. Glazing 364nches or more measured horizontally from the walking surface. R308.4.7. Glazing adjacent to the stair landing at the bottom of a stairway where the glazing Is less than 36- inches above the landing and within 60 inches horizontally of the bottom tread. Exceptions: The side of the stairway has a guardrail or handrail, including balusters or in -rill panels, complying with Sections R311.7.6 and R312 and the plane of the glass is more than 18 inches from the guard.\ BATH AND SHOWERS: 1. All walls and ceilings of bathtub and shower enclosures areas shall be covered with approved waterproof material. 2. Shower walls and floors, and walls above the bathtubs with installed shower heads shall be finished with a nonabsorbent material. Such wall surface shall extend to a height of not less than V-8" above finished floor. 3. Water resistant um board shall t e installed over a vapor retarder in a shower or tub compartments. e s Imo b 9YP P P 4. All surfaces immediately adjacent to washer, dryer and laundry tubs shall be surfaced with approved waterproof material. 5. All bathroom and utility room floor shall be finished with approved nonabsorptive material. 6. Kitchen floor shall be finished with approved nonabsorptive material. 7. Shower shall have a min. finished interior floor area of 1024 sq.in. and shall also be capable of encompassing a 30" circle. 8. Water closet shall be located In a clear space not less than 30 Inches In width. The clear space in front shall be min, of 21 inches. SKYLIGHTS: 1. All skylights must be laminated glass under tempered glass, unless provided with screens. Exs.: Laminated glass need not be provided within individual dwelling units when fully tempered glass Is used as single glazing or in both panes of an insulating glass unit when all the following conditions are met: a. The area of each pane or unit shall not exceed 16 sq.ft. b. The highest point of the glass shall not be higher than 12 feet above the walking surface or other accessible area. c. The nominal thickness of each pain shall not exceed 3116". FIREBLOCKING: 1. Fireblocking shall be provided to cut off all concealed draft openings(vertical and horizontal) and to form an effective fire barrier between stories and the roof spaces. Fireblocking shall be provided in wood framed construction In the following locations: At opening around vents, pipes, and dust at telling and floor levels. At all drop ceilings, soffits and cove ceilings. Vertically at the ceiling and floor levels. Horizontally at intervals not exceeding 10 ft. ' Between stair stringers at the top and bottom of the ran. ' Fireblocking of cornices of a two story dwelling is required at the line of the dwelling unit separation. CHIMNEY TERMINATION: 1. Chimneys for residential -type or low heat appliances shall extend at least 3 feet above the highest point where they pass through a roof of a building and at least of 2 feet higher than any portion of building within horizontal distance of 10 feet. FIREPLACE HEARTH EXTENSIONS: 1. Hearth extensions shall extend at least 16" In front of and at least 8" beyond each side of the fireplace opening. Where the fireplace opening is 6 sq.ft, or larger, the hearth extension shall extend at least 20" beyond each side of the fireplace opening. WOOD AND LUMBER: 1. AtI wood in contact with concrete or masonry slab that is In direct contact with the earth shall be naturally durable or preservative -treated wood. 2. Wood, siding, sheathing and wall framing on the exteriorof a building must have a clearance of 6 inches from the ground, except where material used Is naturally durable or preservative -treated wood. 3. The post and columns shall be restrained to prevent lateral displacement at the bottom end. Wood columns shall be not less than 4" x 4" and steel columns shall be not less than 3Inches dia. standard pipe or equivalent. 4. Plywood sub flooring shall be 3/4' T.&G. COX or 11/16" OSB (glued and nailed). Wall and roof sheathing shall be 1/2' CDXIor 7/16" OSB nailed per shear wall schedule. - 5. Wood trusses shall be designed with approved engineering practice. Trusses shall be braced to prevent rotation and provide lateral stability. Roof truss design and a shop drawings shall be provided to the building official at the time of permit application and shall be on site prior to erection. FIELD MEASUREMENTS of building framing must be done (to verify drawing/field accuracy) prior to ordering of Trusses. 6. The end of each Joist , beam or girder shag have min. of 1 1/2' bearing on wood or metal and min. of 3' on masonry or concrete. Joists framing from opposite sides over a bearing support shall lap a min. of 3" and shall be nailed together with a min, of three'10d face nails. 7. Ridge board shall be at least of 1"thickness and not less in depth than the cut end of the rafter. Rafters shall be framed to ridge board or to each other with a gusset plate as a tie. At all valley and hips there shall be a valley or hip rafter min. of 2" thickness and: not less in depth than the cut end of the rafters. 8. Ceiling Joists shall be continuous or securely joined where they meet over Interior partitions and nailed to adjacent rafters to provide a continuous tie across the building when such Joists are parallel to the rafters. MECHANICAL: All appliances must be installed per manufacturer specifications. 1. Every dwelling unit shall be provided with heating facilities capable of maintaining a min. room temperatures of 68 deg. F in all habitable rooms. Each heating -cooling system shall be provided with at least one temperature control device. 2. All warm air furnaces shall be listed and labeled by an approved agency and Installed per manufacturer specifications. 3. Appliances shall be accessible for inspection, service and replacement without removing permanent construction. 4. Appliances having an ignition source shall be elevated such that the source ignition is not less than 18 inches above the floor of garage, and shall be protected from impact by automobiles. A designed b fixed inpositionsit II f tend or anchored n an approved S. Appliances es fined to e e a be as nth i pp manor. Temperature and pressure relief valves shall be drained to outside. Drain may not be trapped and must terminate from 2" - 6" from the round. Where required, an a roved PP 9PP expansion tank shall be provided, P 6. Where applicable, provide water hammer arrestors at all quick -acting valves at plumbing PP . P q 9 P 9 supply. 7. Clothes dryer exhaust ducts shall terminate outside the building, and be equipped with a backdraft damper. The max. length of a clothes dryer exhaust shall be not more than 25 ft. from the dryer location to the watt or roof termination. Duct length must be reduced by 2.5 fL for 45 deg. bend and 5 ft, for 90 deg. bend. 8. All showers and tubs shall have pressure balancer or thermostatic controlled mixer valves. 9. All heating duct within unconditioned spaces shall be insulated. 10. Installer shall leave the manufacturer's installation and operating Instructions attached to the appliance. VAPOR RETARDERIMOISTURE CONTROL:IRC R702.7 Class 1, 11, or III, vapor retarders shall be Installed on the Interior side of the framed walls. Sheet ire rforated aluminum fell polyethylene, Pe kraft4aced fiberglass batts, telex or enamel paints In stalled in accordance with manufacturer specifications are deemed to meet class 1, 11, or Ill. Kraft -faced baits shall be face stapled over studs. AIR LEAKAGE INCLUDING RECESSEDLIGHTING FIXTURES: IECCIWSEC R401.3, R402.4. The building or dwelling shall be tested and verified as having an air leakage rate not exceeding 5 air _ changes per hour. Testing shall be conducted with a blower door In accordance with IECCIWSEC R402.4.1.2. A written report of the results iof the test shag be signed by the party conducting the test and provided to the building inspector during the final Inspection. Provisions to limit air leakage shall be'. provided to those locations separating outdoor ambient conditions from interior spaces that are heated or mechanically cold. Seals & Weathet-stdpplrgi a) Exterior joints around windows and door frames, openings between walls and foundation, between walls and roof and wall panels; openings at penetrations of utility services through walls, floors, and roofs; and at all other openings in the building envelope, and between dwelling units shall be sealed, caulked, gasketed or weather-stripped to limit air leakage. Other exteflorjoints and seams and seams shall he similarly treated or taped, or covered with moisture vapor permeable house wrap. b) All exterior doors or doors serving as access to an enclosed unheated area shall be weather-stripped to limit air leakage around the perimeter when In a closed position. c) Site built windows are exempt from testing but shall be made fight fitting. Fixed files shall have glass retained by stops with sealant or caulking all around. RECESSED LIGHTING FIXTURES shall be type IC rated, and ins and certified under ASTM283 to have no more than 2.0 cfm air movement from the conditioned space to the ceiling cavity. The lighting fixture shall be tested at 75 Pascal's or 1.57-Ibs/sq. ft. pressure difference and have a label attached, showing with this test method. Recessed lighting fixtures shall be Installed with a gasket or caulk between the fixture and ceiling to , prevent air leakage. ELECTRICAL NOTES: 1. Separate permit maybe required for electrical, mechanical and plumbing inspections. All electrical wiring and installations shall be required by state and local electrical codes. 2. Provide GFI for all bath receptacles and waterproof outlets with W-V of all sinks and lays. 3. Smoke detectors shall be Installed In each sleeping: area, outside of each sleeping area In the immediate vicinity of the bedrooms and on each additional story of the dwelling including basement but not crawl space or uninhabitable allies. Smoke detectors shall be interconnected in such a manner that the actuation of one: alarm will activate all of the alarms. In new construction, the required smoke alarm shall receive their power from the building wiring when such wiring is served, and when primary power is intermpted,shall receive power from a battery. - Smoke detectors shall be a min. of T-O' from duct opening. 4. All receptacles shall be grounded type. Receptacles located in kitchen and bathrooms shall be installed above the work top. 5. Outlets In garage, mechanical rooms and unconditioned storage shall be mounted 18" off floor, and shall be GFI circuit. 6. All recessed lighting to be thermally protected. 7. At ceiling boxes used for support of fans, shall be approved type, and securely fastened to building frame. 8. Interior staiways shall be provided with alght source located In the immediate vicinity of each a,b ' TABLE M1507.3.3(2) INTERMITTENT WHOLE -HOUSE MECHANICAL VENTILATION RATE FACTORS landingof the stairway. Y RUN-TIME 9. All exterior buildingand landscaping lighting connected to the common house meter must meet high P 9 9 9 9 PERCENTAGE efficiency requirements and controlled by photocell that prevent operation during daylight hours. IN EACH 4- 25-1. 33% 50 % 66 / 75% 100 10. Exterior stairways shall be provided with alight source located in the immidlate vicinity of the top of the HOUR landing of the stairway. The illumination of exterior stairways shall be controlled from inside the dwelling unit y g SEGMENT LIGHTING: IECCIWSEC R404 & Chapter 2.:A minimum of 75%of permanently installed lamps in Factor' 4 3 2 1.5 1.3 1.0 lighting fixtures shall be high -efficacy tamps. Fuel gas fighting systems shall not have continuously buring pilot lights. High efficiency lamps are defined in Chapter 2. they include compact fluorescent lamps, T-8 or smaller diameter loner fluorescent lamps or lamps with an efficacy 1) 60 tureens per watt for lamps over 40 watts; 2) 50 lumens per watt for lamps over 15 watts to 40 watts; 3) 40 lumens per watt for lamps 15 watts or less. - TABLE M1507.4 AREA TO BE EXHAUSTED EXHAUST RATES Kitchen 100 cfm Intermittent or 25 cfm continuous Bathmomlroilet Room 50 cfm Intermittent or 20 cfm continuous TABLE M1507.3.6.2 PRESCRIPTIVE SUPPLY FAN DUCT SIZING Supply Fan Tested CFM at 0"40" WG Specified Volume Minimum Smooth Minimum flexible from Table 1507.3.3 (1) Duct Diameter Duct Diameter 50-90CFM 4INCH 51NCH 90-ISOCFM 51NCH 61NCH 150.250 CFM 61NCH 71NCH 250 -400 CFM 71NCH 81NCH a. For ventilation system run time values between those given, the factors are permitted to be determined by Interpolation. b. Extrapolation beyond the table is prohibited. WSEC TABLE 403.8.4.2 PRESCRIPTIVE EXHAUST DUCT SIZING Fan Tested CFM Minimum Flex Max. Length Minimum Smooth @.25"W.G. Diameter Feet Diameter 50 41nch 25 4Inch 50 51nch 90 5 inch 50 61nch No Limit 6 inch 80 41nch- NIA 41nch 80 5 inch 15 5 inch 80 6inch 90 6inch 100 51nch- NIA 51nch 100 6 inch 45 61nch 125 61nch 15 61nch 125 7 inch 70 7 inch ' For each additional elbow subtract 10 feet from length. '* Flex ducts of this diameter are not permitted with fans of this size. Max. Length Feet 70 100 No Limit 20 100 No Limit 50 Me Limit No Limit No Limit NOTES PER 2015 IBC & WSEC TABLE R402.1.1 WSEC INSULATION AND FENESTRATION REQUIREMENTS BY COMPONENTa CLIMATE ZONE 5 AND MARINE 4 FENESTRATION U-FACTORb 0.30 SKYLIGHT U-FACTOR 0.50 GLAZED FENESTRATION SHGCb, a NR CEILING R-VALUEJ 49 WOOD FRAME WALL RVALUE 21 int Mass Wail R-Vatuel 21121h FLOOR R-VALUE 30g BELOW-GRADEc,k WALL R-VALUE 10115/21 Int+TB SLABd R VALUE & DEPTH 10, 2ft 1 foot = 304.8 mm. cl = continuous insulation, int = intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A101.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. Exception: Skylights may be excluded from glazed fenestration SHGC requirements in Climate Zonesl through 3 where the SHGC for such skylights does not exceed 0.30. c "10/15/21 +TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity Insulation plus a thermal break between the slab and the basement wall at the interior of the basement wall. "10/15/21 +TB" shall be permitted to be met with R-13 cavityinsulation on the Interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. *10/13" means R-10 continuous insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Basement wall insulation is not required in warm -humid locations as defined by Figure R301.1 and table R301.1. g Reserved. In First value Is cavity insulation, second is continuous insulation or Insulated siding, so "13.+5" means R-13 cavity insulation plus R5 continuous insulation or Insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous insulation R-value shall be permitted to be reduced b no more than R-3 in the locations where structural sheathing Is used t maintain consistent total sheathing thickness. ore l to ace Y 9 9 f The second R-value applies when more than half the insulation is on the interior of the mass wall. I For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. k Int. (intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. I Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Ventilation requirements are met through the prescriptive method with fresh air provided through an integrated forced air system suppiyfng fresh air through the forced air system and exhaust through the whole house fan. TABLE M1507.3.3(1) CONTINUOUS WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM AIRFLOW RATE REQUIREMENTS DWELLING UNIT NUMBER OF BEDROOMS FLOOR AREA 0-1 2-3 4.5 6-7 (square feet) Airflow in CFM <1,600- 30 45 60 75 1,501.3,000 45 60 75 90 3,001.4,600 60 75 90 105 4.501-6,000 75 90 105 120 6,001 -7,500 90 105 120 135 - >7,500 105 120 135 150 For Sk 4 square foot = 0.0929 mz,1 cubic foot per minute = 0.0004719 m31s. >7 90 105 120 135 150 165 the REVIEWED FOR CODE COMPLIANCE APPR OVED ED IN 06 2020 City of Tukwila BUILDING DIVISION Maximum Elbows' 3 3 3 3 3 3 3 3 3 3 /7 s 1?" LC,ca7m TITLE PROPOSED FOR K. SINGH 4654 SOUTH 146 STREET TUKWILA, WA. 98168 if DWN: I H.B. 11 ' SCALE: 1 11 DATE: t DEC O2 20 9 CHKD: PHONE: 06 44-1 (2 ) 2 900 DRAWING NO. a10=6 Bruce MacVelgh, P.E. TUKWILA, WA. (0 an FEB III 'J lW PERMIT CENTi P9 v D General Notes: IS International residential code 2015 edition and all applicable codes and authorities having jurisdiction to be followed. 2015 International Residential Code 2015 Washington State Energy Code • _I +t TABLE R402.2 MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF CONCRETE MINIMUM SPECIFIED COMPRESSIVE STRENGTHa (f'c) TYPE OR LOCATION OF CONCRETE Weathering Potentiaib CONSTRUCTION Negligible Moderate Severe Basement walls, foundations and other concrete 2,500 2,500 2,500c not exposed to the weather Basement slabs and interior slabs on grade, 2,500 2,500 2,500c except garage floor slabs Basement walls, foundation walls, exterior walls and other vertical concrete 2,500 3,000d 3,000d work exposed to the weather Porches, carport slabs and steps exposed to the weather, and garage floor 2,500 3,000d, e, f 3,500d, e, f slabs TABLE R403.3(1) MINIMUM FOOTING DEPTH AND INSULATION REQUIREMENTS FOR FROST -PROTECTED FOOTINGS IN HEATED BUiLDINGSa HORIZONTAL HORIZONTAL INSULATION AIR MINIMUM VERTICAL INSULATION DIMENSIONS PER FIGURE R403.3(1) FREEZING FOOTING INSULATION R•VALUEc,e (inches) INDEX DEPTH, D RNALM, d Along At A B C (°F-days)b (inches) walls corners 1,500 or 12 4 5 Not Not Not Not Not less required required required required required 2,000 14 5.6 Not Not Not Not Not required required required required required 2,500 16 6.7 1.7 4.9 12 24 40 3,000 16 7.8 6.5 8.6 12 24 40 3,500 16 9.0 8.0 11.2 24 30 60 4,000 16 10.1 10.5 13.1 24 36 60 According to TABLE R403.3(2)-continued AIR -FREEZING INDEX FOR U.S. LOCATIONS BY COUNTY AIR -FREEZING INDEX STATE 1500 or les 2000 1 2500 000 1500 4 00 Washington All counties Chelan, Douglas, not listed Ferry, Okanogan R403.3.3 Drainage Final grade shall be sloped in accordance with Section R401.3. In other than Group 1 Soils, as detailed in Table R405.1, gravel or crushed stone beneath horizontal insulation below ground shall drain to daylight or into an approved sewer system. R405.1 Concrete or Masonry Foundations Drains shall be provided around concrete or masonry foundations that retain earth and enclose habitable or usable spaces located below grade. Drainage tiles, gravel or crushed stone drains, perforated pipe or other approved systems or materials shall be installed at or below the area to be protected and shall discharge by gravity or mechanical means into an approved drainage system. Gravel or crushed stone drains shall extend not less than 1 foot (305 mm) beyond the outside edge of the footing and 6 inches (152 mm) above the top of the footing and be covered with an approved filter membrane material. The top of open joints of drain tiles shall be protected with strips of building paper. Except where otherwise recommended by the drain manufacturer, perforated drains shall be surrounded with an approved filter membrane or the filter membrane shall cover the washed gravel or crushed rock covering the drain. Drainage tiles or perforated pipe shall be placed on a minimum of 2 inches (51 mm) of washed gravel or crushed rock not less than one sieve size larger than the tile joint opening or perforation and covered with not less than 6 inches (152 mm) of the same material. R406.1 Concrete and Masonry Foundation Dampproofing Except where required by Section..R406.2 to be waterproofed, foundation walls that retain earth and enclose interior spaces and floors below grade shall be dampproofed from the higher of (a) the top of the footing or (b) 6 inches (152 mm) below the top of the basement floor, to the finished grade NO R408.6 Finished Grade The finished grade of under -floor surface shall be permitted to be located at the bottom of the footings; however, where there is evidence that the groundwater table can rise to within 6 inches (152 mm) of the finished floor at the building perimeter or where there is evidence that the surface water does not readily drain from the building site, the grade in the under -floor space shall be as high as the outside finished grade, unless an approved drainage system is provided. R302.11 Fireblocking In combustible construction, fireblocking shall be provided to cut off both vertical and horizontal concealed draft openings and to form an effective fire barrier between stories, and between a top story and the roof space. Fireblocking shall be provided in wood -framed construction in the following locations: 1. 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 interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings. 3. In concealed spaces between stair stringers at the top and bottom of the run. Enclosed spaces under stairs shall comply with Section R302.7. 4. At openings around vents, pipes, ducts, cables and wires at ceiling and floor level, with an approved material to resist the free passage of flame and products of combustion. The material filling this annular space shall not be required to meet the ASTM E 136 requirements. R305.1 Minimum Height Habitable space, hallways and portions of basements containing these spaces shall have a ceiling height of not less than 7 feet (2134 mm). Bathrooms, toilet rooms and laundry rooms shall have a ceiling height of not less than 6 feet 8 inches (2032 mm). R308 Glazing; Except as indicated in Section R308.1.1 each pane of glazing installed in hazardous locations as defined in Section_R308.4 shall be provided with a manufacturer's designation specifying who applied the designation, designating the type of glass and the safety glazing standard with which it complies, which is visible in the final installation. The designation shall be acid etched, sandblasted, ceramic -fired, laser etched, embossed, or be of a type that once applied cannot be removed without being destroyed. A label shall be permitted in lieu of the manufacturer's designation. R310.1 Emergency Escape and Rescue Opening Required Basements, habitable attics and every sleeping room shall have not less than one operable emergency escape and rescue opening. Where basements contain one or more sleeping rooms, an emergency escape and rescue opening shall be required in each sleeping room. Emergency escape and rescue openings shall open directly into a public way, or to a yard or court that opens to a public way. R310.2.1 Minimum Opening Area Emergency and escape rescue openings shall have a net clear opening of not less than 5.7 square feet (0.530 m2). The net clear opening dimensions required by this section shall be obtained by the normal operation of the emergency escape and rescue opening from the inside. The net clear height opening shall be not less than 24 inches (610 mm) and the net clear width shall be not less than 20 inches (508 mm). Exception: Grade floor or below grade openings shall have a net clear opening of not less than 5 square feet (0.465 m2). R310.2.2 Window Sill Height Where a window is provided as the emergency escape and rescue opening, it shall have a sill height of not more than 44 inches (1118 mm) above the floor. R311.1 Means of Egress Dwellings shall be provided with a means of egress in accordance with this section. The means of egress shall provide a continuous and unobstructed path of vertical and horizontal egress travel from all portions of the dwelling to the required egress door without requiring travel through a garage. The required egress door shall open directly into a public way or to a yard or court that opens to a public way. R311.6 Hallways The width of a hallway shall be not less than 3 feet (914 mm). R311.7.1 Stairway Width Stairways shall be not less than 36 inches (914 mm) in clear width at all points above the permitted handrail height and below the required headroom height. Handrails shall not project more than 41/2 inches (114 mm) on either side of the stairway and the clear width of the stairway at and below the handrail height, including treads and landings, shall be not less than 311/2 inches (787 mm) where a handrail is installed on one side and 27 inches (698 mm) where handrails are provided on both sides. R311.7.5.1 Risers The riser height shall be not more than 73/4 inches (196 mm). The riser shall be measured vertically between leading edges of the adjacent treads. The greatest riser height within any flight of stairs shall not exceed the smallest by more than 3/8 inch (9.5 mm). Risers shall be vertical or sloped from the underside of the nosing of the tread above at an angle not more than 30 degrees (0.51 rad) from the vertical. Open risers are permitted provided that the openings located more than 30 inches (762 mm), as measured vertically, to the floor or grade below do not permit the passage of a 4-inch- diameter (102 mm) sphere. R311.7.5.2 Treads The tread depth shall be not less than 10 inches (254 mm). The tread depth shall be measured horizontally between the vertical planes of the foremost projection of adjacent treads and at a right angle to the tread's leading edge. The greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch (9.5 mm). R311.7.6 Landings for Stairways There shall be a floor or landing at the top and bottom of each stairway. The width perpendicular to the direction of travel shall be not less than the width of the flight served. Landings of shapes other than square or rectangular shall be permitted provided that the depth at the walk line and the total area is not less than that of a quarter circle with a radius equal to the required landing width. Where the stairway has a straight run, the depth in the direction of travel shall be not less than 36 inches (914 mm). R311.7.8 Handrails Handrails shall be provided on not less than one side of each continuous run of treads or flight with four or more risers. R311.7.8.1 Height Handrail height, measured vertically from the sloped plane adjoining the tread nosing, or finish surface of ramp slope, shall be not less than 34 inches (864 mm) and not more than 38 inches (965 mm). R311.7.10.1 Spiral Stairways Spiral stairways are permitted, provided that the clear width at and below the handrail is not less than 26 inches (660`mm) and the waikiine radius is not greater than 241/2 inches (622 mm). Each tread shall have a depth of not less than 63/4 inches (171 mm) at the waikiine. All treads shall be dentical, and the rise shall be not more than 91/2 inches (241 mm). Headroom shall be not less than 3 feet 6 inches (1982mm). Section R314 Smoke Alarms R314.3 Location Smoke alarms shalt be installed in the following locations: 1. In each sleeping room. 2. Outside each separate sleeping area in the immediate vicinity of the bedrooms. 3. On each additional story of the dwelling, including basements and habitable attics and not including crawl spaces and uninhabitable attics. in dwellings or dwelling units with split levels and without an intervening door between the adjacent levels, a smoke alarm installed on the upper level shall suffice for the adjacent lower level provided that the lower level is less than one full story below the upper level 4. Smoke alarms shall be installed not less than 3 feet (914 mm) horizontally from the door or opening of a bathroom that contains a bathtub or shower unless this would prevent placement of a smoke alarm required by Section R314.3. R314.3.1 installation Near Cooking Appliances Smoke alarms shall not be installed in the following locations unless this would prevent placement of a smoke alarm in a location required by Section R314.3. 1. Ionization smoke alarms shall not be installed less than 20 feet (6096 mm) horizontally from a permanently installed cooking appliance. 2. Ionization smoke alarms with an alarm -silencing switch shall not be installed less than 10 feet (3048 mm) horizontally from a permanently installed cooking appliance, 3. Photoelectric smoke alarms shall not be installed less than 6 feet (1828 mm) horizontally from a permanently installed cooking appliance. R314.4 Interconnection Where more than one smoke alarm is required to be installed within an individual dwelling unit in accordance with Section R314.3, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarms in the individual dwelling unit. Physical interconnection of smoke alarms shall not be required where listed wireless alarms are installed and all alarms sound upon activation of one alarm. Section R315 Carbon Monoxide Alarms R315.2.1 New Construction For new construction, carbon monoxide alarms shall be provided in dwelling units where either or both of the following conditions exist. 1. The dwelling unit contains a fuel -fired appliance. 2. The dwelling unit has an attached garage with an opening that communicates with the dwelling unit. R317.1,2 Ground Contact All wood in contact with the ground, embedded in concrete in direct contact with the ground or embedded in concrete exposed to the weather that supports permanent structures intended for human occupancy shall be approved pressure -preservative -treated wood suitable for ground contact use, except that untreated wood used entirely below groundwater level or continuously submerged in fresh water shall not be required to be pressure -preservative treated. R319.1 Address Identification Buildings shall be provided with approved address identification. The address identification shall be legible and placed in a position that is visible from the street or road fronting the property. Address identification characters shall contrast with their background. Address numbers shall be Arabic numbers or alphabetical letters. Numbers shall not be spelled out. Each character shall be not less than 4 inches (102 mm) in height with a stroke width of not less than 0.5 inch (12.7 mm). Where required by the fire code official, address identification shall be provided in additional approved locations to facilitate emergency response. Where access is by means of a private road and the building address cannot be viewed from the public way, a monument, pole or other sign or means shall be used to identify the structure. Address identification shall be maintained. R507.4 Decking Maximum allowable spacing for joists supporting decking shall be in accordance with Table R507.4. Wood decking shall be attached to each supporting member with not less than (2) 8d threaded nails or (2) No. 8 wood screws. MATERIAL TYPE AND NOMINAL SIZE MAXIMUM ON -CENTER JOIST SPACING Perpendicular to joist Diagonal to joist 11/4- inch thick wood 16 inches 12 inches 2-inch-thick wood 24 inches 16 inches Plastic composite in accordance with Section R507.3 In accordance with Section R507.3 For SI: 1 inch = 25A mm., 1 foot = 304.8mm, 1 degree = 0.01745 red. a. Maximum angle of 45 degrees from perpendicular for wood deck boards FIGURE R602.3(1) TYPICAL WALL, FLOOR AND ROOF FRAMING Basement slab and wall insulation R402.2.8 Below -grade walls. Below -grade exterior wall insulation used on the exterior (cold) side of the wall shall extend from the top of the below -grade wall to the top of the footing and shall be approved for below -grade use. Above -grade insulation shall be protected. Insulation used on the interior (warm) side of the wall shall extend from the top of the below -grade wall to the below -grade floor level and shall include R-5 rigid board providing a thermal break between the concrete wail and the slab. R402.2.9 Slab -on -grade floors. The minimum thermal resistance (R-value) of the insulation around the perimeter of unheated or heated slab -on -grade floors shall be as specified in Table C402.1.1. The insulation shall be placed on the outside of the foundation or on the inside of the foundation wall. The insulation shalt extend downward from the top of the slab for a minimum distance as shown in the table or to the top of the footing, whichever is less, or downward to at least the bottom of the slab and then horizontally to the interior or exterior for the total distance shown in the table. A two-inch by two-inch (maximum) pressure treated nailer may be placed at the finished floor elevation for attachment of interior finish materials. Insulation extending away from the building shall be protected by pavement or by a minimum of 10 inches (254 mm) of soil. R402.2.9.1 Heated slab -on -grade floors (Mandatory). The entire area of a heated slab -on -grade floor shall be thermally isolated from the soil with a minimum of R-10 insulation. The insulation shall be an approved product for its intended use. If a soil gas control system is present below the heated slab -on -grade floor, which results in increased convective flow below the heated slab -on -grade floor, the heated slab -on -grade floor shall be thermally isolated from the sub -slab gravel layer. R-10 heated slab -on -grade floor insulation is required for all compliance paths. REVIEWED FOR CODE COMPLIANCE APPROVED MR 06 2020 City of Tukwila BUILDING DIVISION CriY OF TrUK`DNI� FEB a a 1u0 PERMiT CENTER TITLE PROPOSED FOR K. SINGH 4654 SOUTH 146 STREET TUKWILA, WA. 98168 DWN: H.B. SCALE: DATE: DEC.02.2019 CHKD: PHONE: (206) 244-1900 DRAWING NO. BrUce MacVelgh, P.E. TUKWILA, WA. 206.242.7665 P10 2 VA R504.2.2 Moisture Barrier Table 406.2 Enerav Credits (2015 Code) a Polyethylene sheeting of minimum 6-mil (0.15 mm) thickness shall be placed over the granular base. Joints shall be lapped 6 inches (152 mm) and left unsealed. he polyethylene membrane shall be placed over the pressure preservative treated -wood sleepers and shall not extend beneath the footing plates of the exterior walls. 11505.2.6.2 Web Hole Reinforcing Reinforcement of web holes in floor joists not conforming to the requirements of Section R505.2.6.1 shall be permitted if the hole is located fully within the center 40 percent of the span and the depth and length of the hole does not exceed 65 percent of the flat width of the web. The reinforcing shall be a steel plate or C-shape section with a hole that does not exceed the web hole size limitations of Section R505.2.6.1 for the member being reinforced. The steel reinforcing shall be the same thickness as the receiving member and shall extend not less than 1 inch (25 mm) beyond all edges of the hole. The steel reinforcing shall be fastened to the web of the receiving member with No. 8 screws spaced not more than 1 inch (25 mm) center -to -center along the edges of the patch with minimum edge distance of 1/2 inch (12.7 mm). R505.2.6.3 Hole Patching Patching of web holes in floor joists not conforming to the requirements in Section R505.2.6.1 shall be permitted in accordance with either of the following methods: 1. Framing members shall be replaced or designed in accordance with accepted engineering practices where web holes exceed the following size limits: 1.1. The depth of the hole, measured across the web, exceeds 70 percent of the flat width of the web. 1.2. The length of the hole, measured along the web, exceeds 10 inches (254 mm) or the depth of the web, whichever is greater. 2. Web holes not exceeding the dimensional requirements in Section R505.2.6.3, Item 1, shall be patched with a solid steel plate, stud section or track section in accordance with Figure R505.2.6.3. The steel patch shall, as a minimum, be of the same thickness as the receiving member and shall extend not less than 1 inch (25 mm) beyond all edges of the hole. The steel patch shall be fastened to the web of the receiving member with No. 8 screws spaced not more than 1 inch (25 mm) center -to -center along the edges of the patch with minimum edge distance of 1/2 inch (12.7 mri R507.1 Decks Wood -framed decks shall be in accordance with this section or Section R301 for materials and conditions not prescribed herein. Where supported by attachment to an exterior wall, decks shall be positively anchored to the primary structure and designed for both vertical and lateral loads. Such attachment shall not be accomplished by the use of toenails or nails subject to withdrawal. Where positive connection to the primary building structure cannot be verified during inspection, decks shall be self-supporting. For decks with cantilevered framing member's connections to exterior walls or other framing members shall be designed and constructed to resist uplift resulting from the full live load specified in Table R301.5 acting on the cantilevered portion of the deck. R507.2 Deck Ledger Connection to Band Joist Deck ledger connections to band joists shall be in accordance with this section, Tables R507.2 and R507.2.1, and Figures R507.2.1(1) and R507.2.1(2). For other grades, species, connection details and loading conditions, deck ledger connections shall be designed in accordance with Section R301. TABLE R507.2.1 PLACEMENT OF LAG SCREWS AND BOLTS IN DECK LEDGERS AND BAND JOISTS MINIMUM END AND EDGE DISTANCES AND SPACING BETWEEN ROWS TOP EDGE BOTTOM EDGE ENDS ROW SPACING Ledger' 2 inchesd 3/4 inch 2 inches° 1 V8 inchesb Band Joist° 3/4 inch 2 inches 2 inchesb 1 5/8 inchesb For SI: 1 inch = 25.4 mm. -a. Lag screws or bolts shall be staggered from the top to the bottom along the horizontal run of the deck ledger in accordance with Figure R507.2.1 (1). b. Maximum 5 inches. c. For engineered rim joists, the manufacturers recommendations shall govern. d. The minimum distance from bottom row of lag screws or bolts to the top edge of the ledger shall be in accordance with Figure R507.2.1 (1). N 5' NIAXX 1 F 2" MIN. LEDGER --- �/ LAG SCREW OR BOLT R602.6 Drilling and Notching of Studs Drilling and notching of studs shall be in accordance with the following: STAGGER FASTENERS IN 2 ROWS 5 5- MIN. FOR 2 X 8• 'DISTANCE SHALL BE PERMITTED TO 6.5' MIN. FOR 2 X 10 BE REDUCED TO 4.5` IF LAG SCREWS 7 Y MIN. FOR 2 X 12 ARE USED OR BOLT SPACING iS REDUCED TO THAT OF LAG SCREWS TO ATTACH 2 X 8 LEDGERS TO 2 X 8 BAND JOISTS. 314" MIN. 1. Notching. Any stud in an exterior wall or bearing partition shall be permitted to be cut or notched to a depth not exceeding 25 percent of its width. Studs in nonbearing partitions shall be permitted to be notched to a depth not to exceed 40 percent of a single stud width. 2. Drilling. Any stud shall be permitted to be bored or drilled, provided that the diameter of the resulting hole is not more than 60 percent of the stud width, the edge of the hole is not more than 5/8 inch (16 mm) to the edge of the stud, and the hole is not located in the same section as a cut or notch. Studs located in exterior walls or bearing partitions drilled over 40 percent and up to 60 percent shall be doubled with not more than two successive doubled studs bored. See Figures R602.6(1) and R602.6(2). R602.7.5 Supports for Headers Headers shall be supported on each end with one or more jack studs or with approved framing anchors in accordance with Table R602.7(1) or R602.T(2). The full -height stud adjacent to each end of the header shall be end nailed to each end of the header with four-16d nails (3.5 inches x 0.135 inches). The minimum number of full -height studs at each end of a header shall be in accordance with Table R602.7.5. R602.8 Fireblocking Required Fireblocking shall be provided in accordance with Section R302.11. NO R602.9 Cripple Walls Foundation cripple walls shall be framed of studs not smaller than the studding above. When exceeding 4 feet (1219 mm) in height, such walls shall be framed of studs having the size required for an additional story. Cripple walls with a stud height less than 14 inches (356 mm) shall be continuously sheathed on one side with wood structural panels fastened to both the top and bottom plates in accordance with Table R602.30 ), or the cripple walls shall be constructed of solid blocking. Cripple walls shall be supported on continuous foundations. R603.9 Structural Sheathing Structural sheathing shall be installed in accordance with Figure R603.9 and this section on all sheathabie exterior wall surfaces, including areas above and below openings. STRUCTURAL SHEATHING PANEL FIELD FASTENER EDGE FASTENER R702.3.7 Water -Resistant Gypsum Backing Board Gypsum board used as the base or backer for adhesive application of ceramic file or other required nonabsorbent finish material shall conform to ASTM C 1396, C 1178 or C 1278. Use of water- resistant gypsum backing board shall be permitted on ceilings. Water-resistant gypsum board shall not be installed over a Class I or 11 vapor retarder in a shower or tub compartment. Cut or exposed edges, including those at wall intersections, shall be sealed as recommended by the manufacturer. R802.3.1 Ceiling Joist and Rafter Connections Ceiling joists and rafters shall be nailed to each other in accordance with Table R802.5.1(9), and the rafter shall be nailed to the top wall plate in accordance with Table R602.30 ). Ceiling joists shall be continuous or securely joined in accordance with Table R802.5.1(9) where they meet over interior partitions and are nailed to adjacent rafters to provide a continuous tie across the building where such joists are parallel to the rafters. R802.10.1 Truss Design Drawings Truss design drawings, prepared in conformance to Section R802.10.1, shall be provided to the building official and approved prior to installation. Truss design drawings shall be provided with the shipment of trusses delivered to the job site. R806.2 Minimum Vent Area The minimum net free ventilating area shall be 1/150 of the area of the vented space. Exception; The minimum net free ventilation area shall be 1/300 of the vented space provided one or more of the following conditions are met: 1. In Climate Zones 6, 7 and 8, a Class I or 11 vapor retarder is installed on the warm4n-winter side of the ceiling. 2. Not less than 40 percent and not more than 50 percent of the required ventilating area is provided by ventilators located in the upper portion of the attic or rafter space. Upper ventilators shall be located not more, than 3 feet (914 mm) below the ridge or highest point of the space, measured vertically, with the balance of the required ventilation provided by Dave or cornice vents. Where the location of wall or roof framing members conflicts with the installation of upper ventilators, installation more than 3 feet (914 mm) below the ridge or highest point of the space shall be permitted. R807.1 Attic Access Buildings with combustible ceiling or roof construction shall have an attic access opening to attic areas that have a vertical height of 30 inches (762 mm) or greater over an area of not less than 30 square feet (2.8 11 The vertical height shall be measured from the top of the ceiling framing members to the underside of the roof framing members. The rough -framed opening shall be not less than 22 inches by 30 inches (559 mm by 762 mm) and shall be located in a hallway or other readily accessible location. Where located in a wall, the opening shall be not less than 22 inches wide by 30 inches high (559 mm wide by 762 mm high). Where the access is located in a ceiling, minimum unobstructed headroom in the attic space shall be 30 inches (762 mm) at some point above the access measured vertically from the bottom of ceiling framing members. See Section M1305.1.3 for access requirements where mechanical equipment is located in attics. OPTION DESCRIPTION CREDIT(S) Estimated Cost I o EFFICIENT BUILDING ENVELOPE ta: 0.5 Prescriptive compliance is based on Table 1i with the following modifications: Vertical fenestration U = 0.28 Floor R-38 Stab on grade R-10 perimeter and under enfire slab Below grade slab R-10 perimeter and under entire slab or Compliance based on Section R402.1.4: Reduce the Total UA by 5%. lb EFFICIENT BUILDING ENVELOPE Ib: 1.0 Prescriptive compliance is based on Table R402.1.1 with the following modifications: Vertical fenestration U = 0.25 Wail R-21 plus R-4 Floor R-38 Basement wall R-21 int plus R-5 cf Slab on grade R-10 perimeter and under entire stab Below grade slab R-10 perimeter and under entire slab or .Cora liance based on Section R402.1 A: Reduce the Total UA by 15%, is EFFICIENT BUILDING ENVELOPE 1c: 2.0 Prescriptive compliance Is based on Table R402.1.1 with the following modifications: Vertical fenestration U = 0,22 Ceiling and single -rafter or Joist -vaulted R-49 advanced Wood frame wall R-21 Int plus R-12 of Floor R-38 Basement wall R-21 int plus R-12 ci Slab on grade R-10 perimeter and under entire slab Below grade slab R-10 perimeter and under entire slab or Compliance based on Section R402.1.4: Reduce the Total UA by 30%. Ida EFFICIENT BUILDING ENVELOPE 1d: 0.5 Prescriptive compliance is based on Table R402.1.1 with the following modifications: Vertical fenestration U = 0.24 2a AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2a: 0.5 Compliance based on R402.4.1.2: Reduce the tested air leakage to 3.0 air changes per hour maximum and All whole house ventilation requirements as determined by Section M1507.3 of the International Residential Code shall be met with a high efficiency fan (maximum 0.35 wattsicfm), not interlocked with the furnace fan. Ventilation systems using a furnace including an ECM motor are allowed, provided that they are controlled to operate at low speed in ventilation only mode. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the maximum tested building air leakage and shall show the quali in ventilations stem. 2b AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2b: 1.0 Compliance based on Section R402.4.1.2: Reduce the tested air leakage to 2.0 air changes per hour maximum and All whole house ventilation requirements as determined by Section M1507.3 of the International Residential Code shall be met with a heat recovery ventilation system with minimum sensible heat recovery efficiency of 0.70. To qualify to claim this credit, the building permit drawings shall specify the, option being selected and shall specify the maximum tested building air leakage and shall show the heat recovery ventilations stem. Table 405.2 Enerav Credits (2015 Code) OPTION DESCRIPTION CREDIT(S) Estimated Cost 2c AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2c: 1.5 Compliance based on Section R402.4.1.2: Reduce the tested air leakage to 1.5 air changes per hour maximum and All whole house ventilation requirements as determined by Section M1507.3 of the International Residential Code shall be met with a heat recovery ventilation system with minimum sensible heat recovery efficiency of 0.85. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the maximum tested building air leakage and shall show the heat recovery ventilations stem. 3ab HIGH EFFICIENCY HVAC EQUIPMENT 3a: 1.0 Gas, propane or oil -fired furnace with minimum AFUE of 94 % , or Gas, propane or oiled -fired boiler with minimum AFUE of 921/o To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 3bb HIGH EFFICIENCY HVAC EQUIPMENT 3b: 1.0 Air -source heat pump with minimum HSPF of 9.0 To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency, 3cb HIGH EFFICIENCY HVAC EQUIPMENT 3c: 1.5 Closed -loop ground source heat pump; with a minimum COP of 3.3 or Open loop water source heat pump with a maximum pumping hydraulic head of 150 feet and minimum COP of 3.6 To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 3db HIGH EFFICIENCY HVAC EQUIPMENT 3d: 1.0 Ductless Split System Heat Pumps, Zonal Control; In homes where the primary space heating system is zonal electric heating, a ductless heat pump system shall be installed and provide heating to the largest zone of the housing unit. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency, 4 HIGH EFFICIENCY HVAC DISTRIBUTION SYSTEM: 1.0 All heating and cooling system components installed inside the conditioned space. This includes all equipment and distribution system components such as forced air ducts, hydronic piping, hydronic floor heating loop, convectors and radiators. All combustion equipment shall be direct vent or sealed combustion. For forced air ducts: A maximum of 10 linear feet of return ducts and 5 linear feet of supply ducts may be located outside the conditioned space. All metallic ducts located outside the conditioned space must have both transverse and longitudinal joints sealed With mastic. If flex ducts are used, they cannot contain splices. Flex duct connections must be made with nylon straps and installed using a plastic strapping tensioning tool. Ducts located outside the conditioned space must be insulated to a minimum of li Locating system components in conditioned crawl spaces is not permitted under this option. Electric resistance heat and ductless heat pumps are not permitted under this option. Direct combustion heating equipment with AFUE less than 80 % is not permitted under this option. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and shall show the location of the heating and cooling equipment and all the ductwork. REVIEWED FOR CODE COMPLIANCE APPROVED 06 2020 City of Tukwila BUILDING DIVISION CITY OF I UKWIt A FEB 18 201 TITLE PROPOSED FOR K. SINGH 4654 SOUTH 146 STREET TUKWILA, WA. 98168 OWN: H.B. SCALE: DATE: DEC.02.2019 CHKD: PHONE: (206) 244-1900 if DRAWING NO. Bruce MacVelgh, P.E. TUKWILA, WA. 206.242.7665 P I I ice',