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Permit D19-0283 - VHA08 LLC / LOT C SHORT PLAT - NEW SINGLE FAMILY RESIDENCE
VHAO8 SHORT PLAT -LOT C 12076 44TH PL S EXPIRED 09/29/2021 D19-0283 Parcel No: Address: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.gov COMBOSFR PERMIT 3347400910 Permit Number: D19-0283 12076 44TH PL S Project Name: VHAO8 SHORT PLAT - LOT C Issue Date: 2/4/2020 Permit Expires On: 8/2/2020 Owner: Name: Address: Contact Person: Name: Address: Contractor: Name: Address: License No: Lender: Name: Address: VHAO8 LLC 16009 DES MOINES MEMORIAL DR S, DES MOINES, WA, 98148 KENNY PHAM 12072 44 PL S, TUKWILA, WA, 98178 DONACO INVESTMENT LLC 12072 44 PL S, TUKWILA, WA, 98178 DONACIL810M2 CNA SURETY PO BOX 957312 , ST LOUIS, MO, 63195 Phone: (206) 802-5568 Phone: (206) 802-5568 Expiration Date: 7/22/2021 DESCRIPTION OF WORK: CONSTRUCT NEW 2520 SF HOME. PUBLIC WORKS ACTIVITIES INCLUDING: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, SANITARY SIDE SEWER, WATER SERVICE LINE & WATER METER, FIRE BACKFLOW, AND UNDERGROUNDING OF UTILITIES. ALLENTOWN FLOOD PRONE AREA. Project Valuation: $361,552.80 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $52,249.27 Occupancy per IBC: R-3 Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: WAC 296-46B: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: Chan ne|ization/5hping: Curb[ut/Access/Sidewa|k: Fire Loop Hydrant: Flood Control Zone: Hau|inB/OveoioeLoa± Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: I Volumes: Cut: 10 Fill: lO Number: l Yes Permit Center Authorized Signature: *�~�» Date: ~�� ��~~~~�vr+—wv I hearby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state orlocal laws regulating construction urthe performance ufwork. |amauthorized tosign and obtain this development permit and agree tothe conditions attached tothis permit. Date: /-1' P -(-) q '�� ' 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 or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: l: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #Z43b) 2: All new sprinkler s-ystemsand all modifications to existing sprinkler systems shall have fire department review and approval ofdrawings prior tninstallation ormodification. New sprinkler systems and all modifications tosprinkler systems involving more than 50heads shall have the written approval ofFactory Mutual or any fire: protection engineer licensed by the State of Washington and approved by the Fire Marshal prior tosubmittal Uxthe Tukwila Fine Prevention Bureau. Nusprinkler work shall commence without approved drawings. (City Ordinance No. Z43d). 4: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall beArabic numbers oralphabet letters. Numbers shall beaminimum of4inches (10Zmm)high with aminimum stroke width uf0.5inch (12Jnmn). (|F[505.1) 5: Adequate ground ladder access tnrescue windows shall bpprovided. Landscape aflat, 1Zdeep by4'vvide area below each required rescue window, (City Ordinance #Z4]5) G: Maximum grade for all projects is 1OY6with a cross slope no greater than S%. (|F[ D103'2) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #Z436and #2437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. 8: These plans were reviewed byinspector 5l1. Kyou have any questions, please call Tukwila Fire Prevention Bureau at(2U6)S7S-44O7. 9: ***BU|L0NGPERMIT [OND[OONS*** lO: 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. 11: All permits, inspection record card and approved construction documents shall bekept atthe site ofwork and shall be open to inspection by the Building inspector until final inspection approval is granted. 12: 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. 13: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given inthe soils report. Special inspection isrequired. 14: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 15: Notify the City ofTukwila Building Division prior toplacing any concrete. This procedure isinaddition tm any requirements for special inspection. 16: All wood to remain in placed concrete shall betreated wood. 17: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception, 18: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. Aoopy can beobtained atCity Hall inthe office ofthe City Clerk. 19: Every occupied space other than enclosed parking garages and buildings used for repair of automobiles shall be ventilated in accordance with the applicable provisions of the International Mechanical Code. 20: Water heaters shall be anchored or strapped to resist horizontal displacement due to earthquake motion. Strapping shall be at points within the upper one-third and lower one-third of the water heater's vertical dimension. A minimum distance of 4-inches shall be maintained above the controls with the strapping. 21: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City ufTukwila Building Department (Z06-431-367U). 22: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 23: Preparation before concrete placement: Water shall beremoved from place nfdeposit before concrete is placed unless atrem|eis tobeused o/unless otherwise permitted hythe building official, All debris and ice shall beremoved from spaces tobeoccupied byconcrete. 24: VALIDITY OFPERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any Violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances ofthe City ofTukwila shall not bevalid. The issuance ofapermit based omconstruction documents and other data shall not prevent the Building Official from requiring the correction oferrors in the construction documents and other data. 25: `MECHANICAL PERMIT CONDITIONS' Zh: All mechanical work shall be inspected and approved under a separate permit issued by the Cityof Tukwila Permit Center (ZO6/431'367O). 27: All permits, inspection record card and approved construction documents shall be kept at the site of work and shall be open to inspection by the Building Inspector until final inspection approval is granted. ZO: Manufacturers installation instructions shall beavailable nnthe job site at the time ofinspection. 29: Except for direct -vent appliances that obtain all combustion air directly from the outdoors;fue|4ired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 30: Equipment and appliances having anignition source and located inhazardous locations and public garages, PRIVATE GARAGES' repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source ofignition isnot less than I8inches above the floor surface onwhich the equipment urappliance rests. 31: ***PLUK8B|NG/GA3PIPING PERMIT [OND0ON5^~~ 32: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division, 33: All permits, inspection records and applicable plans shall be maintained at the job and available to the plumbing inspector. 34: All plumbing and gas piping systems shall beinstalled incompliance with the Uniform Plumbing Code and the Fuel Gas Code. 35: No portion of any plumbing system or gas piping shall be concealed until inspected and approved. 36: All plumbing and gas piping systems shall be tested and approved as required by the 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. 37: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision ismade tuprotect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall beinsulated tominimum R-3. 38: 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 lDgauge. 39: Piping through concrete ormasonry walls shall not besubject toany load from building construction. No plumbing piping shall bedirectly embedded inconcrete ormasonry. 40: All pipes penetrating floor/ceiling assemblies andfire'resistance rated walls or partitions shall be protected inaccordance with the requirements ofthe building code. 41: Piping )nthe ground shall belaid onafirm bed for its entire length. Trenches shall bebackfi||edinthin layers to twelve irtches above the top of the piping with clean earth, which shall not contain stones, boulders, dndorhU'frozen earth, orconstruction debris. 42: The issuance ofapermit orapproval ofplans and specifications shall not beconstrued tobeapermit for, or an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance ofthe jurisdiction. 43: The applicant agrees that he orshe will hire a licensed plumber to perform the work outlined in this permit. 44� All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, commercial use or other occupancies that use significarrit 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 4UZofWashington State Amendments 45: ***PUBU[WORKS PERMIT [ON0T|ONS*** 46: The applicant orcontractor must notify the Public Works Inspector at(206)438-9BS0upon commencement and completion o1wnrkatleast Z4hours inadvance. All inspection requests for utility work must also bo made Z4hours inadvance, 47: Prior toconsLmctiar\all utilities |nthe vicinity shall befield located. NOTE: For City nfTukwila utility locates, call DIlnrl'8UO-424'55SS. 48: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector horany work after 5:Q0p.m.and weekends. ' 49: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works inspector, SO: The City of Tukwila has an undergrounding ordinance requiring the power, telecommunications, and cable service lines be underground from the point of connection on the pole to the house. 51: Any material spilled onto any street shall becleaned upimmediately. 52: Temporary erosion control measures shall be 'implemented asthe first order nfbusiness tu prevent 63: The site shall have permanent erosion control measures inplace assoon aspossible,after final grading has been completed and prior tothe Final Inspection. 54: The Land Altering Permit Fee is based upon an estimated 10 cubic yards of cut and 10 cubic yards of fill. If the final quantity exceeds this amount, the developer shall be required to recalculate the final quantity and pay the difference inpermit fee prior tothe Final Inspection. SS: From October lthrough April 3O,cover any slopes and stockpiles that are 3M:lVorsteeper and have a vertical rise ofl0feet o/more and will beunworkedfor greater than l2hours. During this time period, cover ormulch other disturbed areas, if they will beunwmrkedmore than 2days. Covered material must bestockpiled onsite atthe beginning nfthis period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. S6: From May l through 5eptember3O, inspect and maintain temporary erosion prevention and sediment at least monthly, All disturbed areas of the site shall be permanently stabilized prior to final construction approval. 57: Ovvner/App|icantshaU contact the local postmaster regarding location ofmai|box(ed installation, Location ofmai(box(es)installation shall becoordinate with Public works. 58: The property owner is responsible for the maintenance of any new and existing on -site storm drainage systems: including splash blocks, dry wells, infiltration trenches, dispersion trenches, catch basins, yard drains, bioretentinn, permeable pavement, rainwater harvesting, and perforated pipe connections, as applicable. Following the Public Works Final Inspection for this Building permit, the property owner shall inspect, maintain, and correcton-site storm drainage systems inaccordance with the Z01GKing County Surface Water Design Manual &TK8[l4.3O.U80. 59: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013,88. 61: Property iswithin the Allentown Flood Prone Area, Finished floor shall beatleast 1foot above the base flood elevation ofI0.4'per City ofTukwila. AnElevation Certificate isnot required. 60: Project shall comply with the Geotechnical Engineering Report by Migizi Group, Inc., dated December 18, 2O18and subsequent Geotechnica|Repo rts/Eva|uahons. 62: Provide on -site drainage system including a dispersion system per 2016 King County Surface Water Manual, City ofTukwila has byOrdinance adopted Low Impact Development (L|D) Washington State Department ofEcology onJanuary l' 2017, Developers are required to install/construct Low Impact Development (LID); including rain gardens, bio'retentionfuci|ihes, pervious pavement, etc.. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (2O6}43O'935V 5I80 BACKFLOVV FIRE 1700 8U||D|NGF|NAL** 0301 CONCRETE SLAB SOOO CURB, ACCESS, SDVV 06I0 ENERGY EFF CERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 020I FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT IOOO GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 5040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0703 MECH EQUIP EFF 1800 MECHANICAL FINAL 0608 PIPE INSULATION 0609 PIPE/DUCT INSULATION 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 0401 ROOF SHEATHING 0603 ROOF/CEILING INSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 ROUGH -IN PLUMBING 5070 SANITARY SIDE SEWER 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR 5130 WATER METER - PERM Site Address: 12076 44th Place S. Tukwila WA 98178 k PROPERTY OWNER Name: VHAO8 LLC Address: 12072 44TH PL S City: TUKWILA State: WA Zip: 98178 CONTACT PERSON — person receiving all proJect communication Name: KENNY PHAM Address: 12072 44TH PL S City: TUKWILA State: WA Zip: 98178 Phone: 206-802-5568 Fax: Email: VHA08@YAHOO.COM GENERAL CONTRACTOR INFORMATION Company Name: DONACO LLC Address: 12072 44TH PL S City: TUKWILA State: WA Zip: 98178 Ph' 206-802-5568 Fax: Contr Reg No.: po pAcii. 0 / A4 2Exp Date:eq./21/z/ Tukwila Business License No.: 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. )9 O 83 Project No.: Date Application Accepted: idi Date Application Expires: 0,, -a (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.: .33 y7cic 05/ c) e gioti ent3- ARCHITECT OF RECORD Company Name: ARCHITECT NORTHWEST Architect Name: CHARLES PATTON Address: 18915 142ND Avenue N.E. Suite 100 City: WOODINVILLE State: WA Zip: 98072 Phone: 425-485-4900 Fax: Email: charles@architectsnw.com ENGINEER OF RECORD Company Name: MIGIZI GROUP Engineer Name: CASEY LOWES Address: 17921 Bothell Everett Hwy Ste 102 City: BOTHEL State: WA Zip: Phone: 425-398-2300 Fax: Email: CLOWES@MIGIZI.COM LENDER/BOND ISSUED (required for projects $5,000 or greaterper RCW 19.27.095) Name: CNA SURETY Address: P.O BOX 957312 City: ST. LOUIS State: MO Zip: 63195 HAApplications\ Forms-Appiicalions On Line \ 2011 ApplicationsTombination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 1 of 4 PROJECT INFORMATION — Valuation of project (contractor's bid price): $ 280000 Scope of work (please provide detailed information): a:M.4S aut.; 02, 6-otc F DETAILED PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement ' floor 11 15 2" floor 1405 Garage cil carport420 Deck — covered D uncovered Total square footage 2940 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. EQUIPMENT AND FIXTURES — INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: 7200 Value of mechanical work $ fuel type: 0 electric VI gas 1 furnace <100k btu 1 appliance vent ventilation fan connected to single duct 1 thermostat wood/gas stove water heater (electric) emergency generator other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 9000 1 2 bathtub (or bath/shower combo) 1bidet clothes washer 1 shower dishwasher floor drain 3 water closet lavatory (bathroom sink) sink 1 water heater (gas) lawn sprinkler system gas piping outlets HAApplicationsWorrna.Applications On Line \201 1 ApplicationslCombination Permit Application Revised S-9-11,doca Revised: August 2011 tth Page 2 of 4 PUBLIC WORKS PERMIT INFORMATION — 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 .,• .Tukwila 0 ...Water District #125 .,• ,Letter of water availability provided SEWER DISTRICT ..• .Tukwila 0 ...Sewer use certificate EJ Highline 0 ...Valley View .. Renton 0 ...Letter of sewer availability provided .. Renton .. Seattle SEPTIC SYSTEM: .. On -site septic system — for on -site septic system, provide 2 copies of a current septic design approved by King County Health Department. SUBMITTED WITH APPLICATION (MARK BOXES WHICH APPLY): 0 ...Civil Plans (Maximum Paper Size — 22" X 34") 0 ...Technical Information Report (Storm Drainage) 0 Geotechnical Report 0...Hold Harmless — (SAO) 0 ...Bond .. Insurance 0 Easement(s) 0 .. Maintenance Agreement(s) 0 -.Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES THAT APPLYt 0 ...Right -Of -Way Use - Potential disturbance EJ ..Construction/Excavation/Fill - Right -of -Way... Ej -or- Non Right -of -Way.. 0 0 ,..Total Cut 0 ,,.Total Fill Cubic Yards Cubic Yards O .. Work In Flood Zone .. Storm Drainage 0 ...Sanitary Side Sewer 0 .. Abandon Septic Tank 0 .. Trench Excavation 0 ...Cap or Remove Utilities 0 .. Curb Cut 0 ..Utility Undergrounding Ej ...Frontage Improvements 0 .. Pavement Cut 0 .. Backflow Prevention - Fire Protection 0 ...Traffic Control 0 .. Looped Fire Line Irrigation Domestic Water 31 0 ,,,Permanent Water Meter Size ..... 1 " WO # 0 ,,.Residential Fire Meter Size _ ... .... 1 " WO # 0 ...Deduct Water Meter Size —..„ ........ 0 ...Temporary Water Meter Size " WO # 0 ...Sewer Main Extension Public 21 - or - Private 0 [...Water Main Extension Public 0 - or - Private 0 11 FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REOUESTING WATER OR SEWER SERVICE Fire line size at property line 1.5 number of public fire hydrant(s) 1 DI ...water IZ ...sewer ...sewage treatment MONTHLY SERVICE BILLING TO: Nam, VHAO8 LLC 206-802-5568 Day Telephone: Mailing Address:12072 44TH PL S TUKWILA WA 98172 WATER METER REFUND/BILLING: Name: VHAO8 LLC Mailing Address:12072 44TH PL S TUKWILA WA 98172 City State Zip Day Telephone: City State Zip HAApplicationfforms-Applications On Line \ 2011 Applications \Combination Permit Application Revised 8-9-11.does Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERMITS IN THIS APPLICATION — 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 AUTMURIZED AGENT: Signature: Print Name: KENNY PHAM Mailing Address: 12072 44TH PL S 08/09/2019 Date: 206-802-5568 Day Telephone: TUKWILA WA 98178 City State Zip HAApplicationsWorms-Applications On Line \20I 1 Applications\Combination Permit Application Revised 8-9-11.docx Revised: August 201 bh Page 4 of 4 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $49,557.16 D19-0283 Address: 12076 44TH PI S Apn: 3347400910 $49,557.16 1 INCH $7,541.00 CONNECTION CHARGE R401.379.002.00.00 0.00 $100.00 METER/INSTALL DEPOSIT B401.245.100 0.00 $950.00 WATER METER PLAN REVIEW R000.345.830.00.00 0.00 $10.00 WATER METER INSPECTION R401.342.400.00.00 0.00 $15.00 WATER TURN -ON FEE R401.343.405.00.00 0.00 $50.00 CASCADE WATER ALL-SPRINKLERED B640.237.500 0.00 $6,416.00 DEVELOPMENT $4,107.37 PERMIT FEE R000.322.100.00.00 0.00 $3,813.37 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $143.75 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $143.75 IMPACT FEE $4,542.00 FIRE R304.345.852.00.00 0.00 $1,683.00 PARK R301.345.851.00.00 0.00 $2,859.00 MECHANICAL $195.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $195.00 PLUMBING $260.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $260.00 PUBLIC WORKS $1,287.38 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 SEWER SERVICE FEE $20,400.00 SEWER ALLENTWN/RYAN/FOSTER PT R402.379.004.00.00 0.00 $20,400.00 TECHNOLOGY FEE $8.36 TECHNOLOGY FEE R000.322.900.04.00 0.00 $8.36 WATER SERVICE FEE $11,216.05 WATER ALLENTWN/RYAN/FOSTER PT R401.379.004.00.00 TOTAL FEES PAID BY RECEIPT: R20023 0.00 $11,216.05 • $49,557.16 Date Paid: Tuesday, February 04, 2020 Paid By: VHAO8 LLC Pay Method: CHECK 1003 Printed: Tuesday, February 04, 2020 4:26 PM 1 of 1 CR SYSTEMS • Cash Register Receipt City of Tukwila Receipt Number DESCRIPTIONS I ACCOUNT I QUANTITY PAID PermitTRAK 191 oo D19-0283 Address: 12076 44TH PL S Apn: 3347400910 $191.00 1 INCH $191.00 CASCADE WATER ALL-SPRINKLERED B640.237.500 0.00 $191.00 TOTAL FEES PAID BY RECEIPT: R20038 $191,00 Date Paid: Thursday, February 06, 2020 Paid By: VHAO8 LLC Pay Method: CHECK 1008 Printed: Thursday, February 06, 2020 12:12 PM 1 of 1 SYSTEMS Cash Register Receipt Receipt Number City of Tukwila DESCRIPTIONS PermitTRAK ' ACCOUNT QUANTITY PAID $2,692.11 D19-0283 Address: 12076 44TH PL S Apn: 3347400910 $2,692.11 DEVELOPMENT $2,478.69 PLAN CHECK FEE R000,345,830.00.00 0,00 $2478.69 TECHNOLOGY FEE $213.42 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R18435 R000.322.900.04.00 0.00 $213.42 $2,692.11 Date Paid: Wednesday, August 28, 2019 Paid By: VHAO8 LLC Pay Method: CHECK 266 Printed: Wednesday, August 28, 2019 10:28 AM 1 of 1 YSTEMS D 4/- 0-2- 0,3 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Inspection Request Line: 206-438-9350 Web site: http://www.TukwilaWA.Rov COMBOSFR PERMIT Parcel No: 3347400910 Permit Number: D19-0283 Address: 12076 44TH PL S Issue Date: 2/4/2020 Permit Expires On: 8/2/2020 Project Name: VHAO8 SHORT PLAT - LOT C Owner: Name: VHAO8 LLC Address: 16009 DES MOINES MEMORIAL DR S, DES MOINES, WA, 98148 Contact Person: Name: KENNY PHAM Phone: (206) 802-5568 Address: 12072 44 PL S, TUKWILA, WA, 98178 Contractor: Name: DONACO INVESTMENT LLC Address: 12072 44 PL 5 , TUKWILA, WA, 98178 License No: DONACIL810M2 Lender: Name: CNA SURETY Address: PO BOX 957312 , ST LOUIS, MO, 63195 Phone: (206) 802-5568 Expiration Date: 7/22/2021 DESCRIPTION OF WORK: CONSTRUCT NEW 2520 SF HOME. PUBLIC WORKS ACTIVITIES INCLUDING: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, SANITARY SIDE SEWER, WATER SERVICE LINE & WATER METER, FIRE BACKFLOW, AND UNDERGROUNDING OF UTILITIES, ALLENTOWN FLOOD PRONE AREA, Project Valuation: $361,552.80 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: VB Electrical Service Provided by: TUKWILA Fees Collected: $52,249.27 Occupancy per IBC: R-3 Water District: TUKWILA Sewer District: TUKWILA Current Codes adopted by the City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 National Electrical Code: 2015 WA Cities Electrical Code: 2015 WAC 296-46B: 2015 WA State Energy Code: 2015 2017 2017 2017 2015 Public Works Activities: INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Jig— 3zg°3 Project: Type of In pectin Add ess: Date Called: Special Instructions: Ce:› i C Date Wanted: 1 "7- e) a.m. p.m - 'Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. 'COMMENTS: Inspector: • Date: A. 7-2r REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje t: /08 X#442r. PhAr Type of Ins ection: Address: t2g) -* 'Date q35Si Called: Special Instructions: LOT C Date Wanted: 7 1 3 Z a.m. P.M. Requester: Phone No: COMMENTS: ?"` " 1 (::::4 e2q r A PS p PUCT----- inspector: Date t 26) REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 3 Project: -Type of Inspection: `' 8 Siitgr PlAr Address: 2.07 -5/ -1 Date Called: Special Instructions: .- _ Date Wanted: 24 a.m. P.m.. 7--7A--y Requester: Phone No: proved per applicable codes. Corrections required prior to approval. COMMENTS: Le1-776A.) Inspector; Date: 7 2r" REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Sc uthcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: VfA' & Shirie r plA'� Type of Inspection: 1 -- Address: �� Date Called: Special Instructions: Lcr-7"C ' Date Wanted: ► -2 2 - Z a.m. p.m. Requester: Phone No: Approved per applicable codes. © Corrections required prior to approval. OMMENTS: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Btvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMFI NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 3670 Permit Inspection Request Line (206) 438-9350 Project: Type of n pection: V 40g sle4e7— Pi../1:70 Address: 'Date Called: /207a2 Special In uctions: /Z)7.- C Cove- A atE-77: SLA-8 '*opoc" -571219F7779,Y6- o I 4 . I "4 L -$771e44-114145- Date Wanted: g --,.2 $/ P2 a.m. P-m- Requester RAE 14 N Y P1161v1 2P6 Phone No: Approved per applicable codes. 1 1 Corrections required prior to approval. CO E T "0,0 i/44 -/--ig-i/NG-- 1?c›c)Is"" _5774,0s/17-77/41/__ if/eil---e----- ,57-7-7--hz fiy__ 'Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD ON NO. Retain a copy with permit Dr/ 0,2S3 PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 'Type ofollitction: • Address: - /42o 76, qii Date Called: 'Special Instructions: L71- C Date Wanted: 2272O26 a.m. p.m. Requester: izeiwv Y FW-A ret 7:256 1320 .5,40 8 EjApproved per applicable codes. 1 1 Corrections required prior to approval. COMMENTS: 0, FY.J4 plet 'Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT 1)40. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: _ p Type of Inspection: Address: 2©70 V Date Called: Special Instructions: - -Date Wanted: a.m.. p.m. Requester: gw 4 p , q4i Phone No: 20 t-j©2-£5 'a clApproved per applicable codes. Corrections required prior to approval. COMMENTS: a// 5', 4 'Inspector: Date: �� 2 .2 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspec.tion. INSPECTION RECORD Retain a copy with permit TION NO. PERMIT ND. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pr`©lect: - Y a Type of Inspection: lc, Address: Io74 44i7L, Date Called: Special Instructions: Seli T r ., T _Date Wanted: 2 _", — _ a.nn.. _ Requester: / rik./AJ)' P` Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: er% nspect Date: REINSPECTI©N FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspectlon. City of Tukwila Department of Community Development 8/2/2021 KENNY PRAM 12072 44 PL S TUKWILA, WA 98178 Permit No. D19-0283 VHAO8 SHORT PLAT - LOT C 12076 44TH PL S Dear Permit Holder: Allan Ekberg, Mayor Nora Gierloff, Director In reviewing our current records, the above noted permit has not received a final inspection by the City of Tukwila Building Division. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or the National Electric Code, every permit issued by the Building Division under the provisions of these codes shall expire by limitation and become null and void if the building or work authorized by such permit has not begun within 180 days from the issuance date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work has begun for a period of 180 days. Your permit will expire on 9/22/2021. Based on the above, you are hereby advised to: 1) Login to the City of Tukwila's Online Portal https://tukw-egov.aspgov.com/BP/index.htrn1 to schedule for the next or final inspection. Each inspection creates a new 180 day period, provided the inspection shows progress. -or- 2) Submit a written request for permit extension to the Permit Center at least seven(7) days before it is due to expire. Address your extension request to the Building Official and state your reason(s) for the need to extend your permit. The Building Code does allow the Building Official to approve one extension of up to 180 days. If it is determined that your extension request is granted, you will be notified by mail. In the event you do not call for an inspection and/or receive an extension prior to 9/22/2021, your permit will become null and void and any further work on the project will require a new permit and associated fees. Thank you for your cooperation in this matter. Sincerely, Amy Wardian Permit Technician File No: D19-0283 6300 Southcenter Boulevard Suite #100 • Tukwila, Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Date: City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: http://www.TukwilaWA.gov REVISION SUBMITTAL 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: 1)49- 02...) Ei] Response to Incomplete Letter # Response to Correction Letter # Ell Revision # before Permit is Issued LJ Revision # after Permit is Issued Ej Revision requested by a City Building Inspector or Plans Examiner El Deferred Submittal # Project Name: \J S *- C Project Address: 1 9-.6-1- (i Lt -1-4-%". 0 Contact Person: \LQ or\ R-NeA)Af. Summary of Revision: k".4-tr r Phone Number: CITY OF TUKWILA PERMIT CENTER Sheet Number(s): "Cloud" or highlight all areas of revision including date visio Received at the City of Tukwila Permit Center by: 5i1—Entered in TRAKiT on l'q7.241-0 W:\Permit Center (Rachelle)\ForrnstPermit Center Documents (Word)Revision Submittal Form.doc Revised: August 2019 VHAO8 LLC Kenny Pham 12072 44th P1 S Tukwila, WA 98178 City Tukwila Planning Department Planner: Meredith Sampson Date 01/03/2020 Ref: In response to Correction Letter # 2 by Meredith Sampson for permit # D190282 & D19-0283 Dear Ms. Meredith Sampson I felt I was treating unfairly compare to other developers in city of Tukwila. The following are the proofs to prove why. 1. Per it #D18-0241 this permit submitted on 08/03/2018 and was approved by you (Meredith Sampson) on 08/17/2018 2. Also there are quite a number of houses in the proximity were approved with secondary roof pitch less than 5:12 without any correction nor special permit Permit #D18-0163 1 submitted & Minnie approved TMC 18-50-050 (6) Have a roofing material that is residential in appearance including, but not limited to, wood shakes or shingles, standing seam metal, asphalt composition shingles or tile, with a minimum roof pitch of 5:12. There is nowhere in the TMC indicate "All roof pitches must be a minimum of 5:12." As you wrote in the correction letter. If you approved permit # D18-0241 without any correction, and other planners approved other permits that have secondary roof pitch less than 5:12 without "Special permit" as per TMC 18-50- 055. Why you cannot approve my permit? Your email suggest that if I do not agree with your decision, my next step is to submit a revision. As my experiences with city Tukwila and you know any revision or change in plan must go through all city department review again. This will cause a significant delay in approving my project and will put me in extremely financial hardship. I feel "I am a victim of discrimination". Truly Yours Kenny Pham — VHAO8 LLC CORRECTION LTR# b1q-ozs3 RECEIVE) CITY OF TU KWILA JAN 0 9 2020 PERMIT CENTER City of Tukwila Department of Community Development 1/2/2020 KENNY PHAM 12072 44 PL S TUKWILA, WA 98178 RE: Permit Application No. D19-0283 VHA08 SHORT PLAT - LOT C 12076 44TH PL S Dear KENNY PHAM, Allan Ekberg, Mayor Jack Pace, Director In reviewing our current application files, it appears that your permit applied for on 8/28/2019, has not been issued by the City of Tukwila Permit Center. Per the International Building Code, International Mechanical Code, Uniform Plumbing Code and/or National Electrical Code every permit application not issued within 180 days from the date of application shall expire and become null and void. Currently your application has a status of COMMENTS OUT and is due to expire on 2/28/2020. If you still plan to pursue your project, you are hereby advised to do one of the following: 1) If the plan review is complete for the project and your application is approved, you may pick up the application before the date of expiration. At the time of permit issuance the expiration date will automatically be extended 180 days. -or- 2) If the plan review is not completed submit a written request for application extension. (7) seven days in advance of the expiration date. Address your extension request to the Building Official and state your reason(s) for the need to extend your application. The Building Code does allow the Building Official to approve one extension of up to 90 days. If it is determined that your extension request is granted, you will be notified by mail. In the event that we do not receive your written request for extension or request is denied, your permit application will expire and your project will require a new permit application, plans and specifications, and associated fees. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician File No: 019-0283 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development December 18, 2019 KENNY PHAM 12072 44 PL S TUKWILA, WA 98178 RE: Correction Letter # 2 COMBOSFR Permit Application Number DI9-0283 VHAO8 SHORT PLAT - LOT C - 12076 44TH PL S Dear KENNY PHAM, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: PLANNING - C DEPARTMENT: Meredith Sampson at (206)-431-3661 if you have questions regarding these comments. • 1. All roof pitches must be a minimum of 5:12. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. To better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, Frankie Alexander Permit Technician File No. D19-0283 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: Jittp://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: / / / 4--)/ Plan Check/Permit Number: q — Response to Incomplete Letter # Response to Correction Letter # Revision # after Permit is Issued LJ Revision requested by a City Building Inspector or Plans Examiner Deferred Submittal # Project Name: V 01 A- a g off° /27" A LA--r -- Lo .7- 3 Project Address: in90 7.41 4 4 II( PL. 2 Contact Person: e_ 12//.1 ir,- in Phone Number: t (.04, - Summary of Revision: . \IF GeATe AS inpefridlkeDin — ar-A4 e 4- sr it.41.-7-417Pc If.. 15aILDWer-- otf)ect_cos iocz)-7.c. 1 gf-Ae Pia A -•_„r:Dtvi p 4' •e61 1 ftl, vi-rnic DR ea 4 ,a:, in i'31/et 3 _ _,.,-/e t.i.6so-y‘ • _ Carte Pl-r--0( . PFRMIT CFNTSR 4 g 447a ),itJ� sizvtm,ipe4 - RECEIVED CITY OF MIMI A OCT 1 6 2019 putasvica . —1,1e ea n 7? ec_pekezti Sheet Number(s): "Cloud" or highlight all areas of revision including date of revisi Received at the City of Tukwila Permit Center by: US —Entered in TRAKiT on 1016--19 W:Wermit CatterVramplateffonrMRsvision Submittal Pormdoc Ravisett August 2015 it/ARCHITECTS NORTHWEST Architects Northwest, Inc. 18915 142nd Avenue NE Suite 100 Woodinville, WA 98072 October 10, 2019 P: 425-485-4900 F': 425-487-6585 Toll Free: 1-888-ARCH-100 ANW@ArchitectsNW.com Allen Johannessen, Al Metzeler - Permit Reviews City of Tukwila RE: Corrections 1 Permit Folder #: Project Address: Lot C @ 44th Place Architects Northwest Job No. 190174 Mitchell Engineering Job No. 017-643 In response to the comments, changes and revision to the plans are listed below and correspond accordingly to the comments item number. 1. By others 2. By other 3. 3. On sheets A10 & All, cardinal directions have been added to elevations. Elevation finish grades and average grade plane added to Al 0 & Al 1. 4. On sheets A3, S1,& S2, signed engineer's stamp has been to plans. Please contact us with any further questions. Respectfully, Charles Patton Assoc. AIA Architects Northwest, Inc. 425.485.4900 charles(@,architectsnw.com CORRECTION LTR# 1 RECEIVED CITY OF TUKWILA OCT 16 2019 PERMIT CENTER 0223 C =' City of Tukwila Department of Community Development October 1 I, 2019 KENNY PHAM 12072 44 PL S TUKWILA, WA 98178 RE: Correction Letter # 1 COMBOSFR Permit Application Number D19-0283 VHA08 SHORT PLAT - LOT C - 12076 44TH PL S Dear KENNY PHAM, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed comments from the following departments: BUILDING DEPARTMENT: Allen Johannessen at 206-433-7163 if you have questions regarding these comments. • (GENERAL INFORMATION NOTE) PLAN SUBMI 1"1 ALS: (Min. size 11 x 17 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 a site plan with all the typical site information and show topographical elevation contours. Include square footage break down of the building and show finish floor elevation and finish grades. Include civil survey plan sheets. 2. On the site plan, provide a plan detail that shows a foundation drain or a crawl space water -discharge system. The detail shall specify dimensions for a discharge trench or where the discharge pipe shall terminate to an approved discharge storm drain. Roof drains and footing drains shall tight line separately to a discharge system or facility. The intent is that groundwater will not accumulate in the crawl space. (IRC R401.3, R405.1, R408.6) 3. Elevations on sheets AIO and A11 shall specify North East South and West elevations. Show elevation finish grades and the average grade plane dimensions consistent with the topography on the site plan. 4. This house plan is an engineered plan. The S sheets shall be stamped and signed by the engineer. Also, sheet A3 shall be stamped and signed -dated by the engineer since those are also part of the engineer's design. The engineer's calculations are missing the date of signature. Provide engineer's plan sheets and calculations with the engineer's stamp, signed with the date of signature. See general noted above. 5. Front sheet of the Geotechnical Engineer's Report is also missing the stamp and signature. Provide geo-tech report stamped dated and signed as indicated in item #4. 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Note: Contingent on response to these corrections, further plan review may request for additional corrections. FIRE DEPARTMENT: Al Metzler at 206-971-8718 if you have questions regarding these comments. • 1, A site plan was not received with the submittal. PLANNING DEPARTMENT: Kyle Cotchett at (206)-433-7166 if you have questions regarding these comments. • 1. Cannot review building permit until short plat LI8-0117 is complete. PW DEPARTMENT: Dave McPherson at 206-431-2448 if you have questions regarding these comments. • 1. Provide a completed Residential Sewer Use Certification for this Building permit. Owner/Applicant shall pay entire amount of the King County Sewer Capacity Charge, prior to Public Works final for this Building Permit. 2. Revise site plan (SH-2.00) to show clearly (1) proposed 1-inch water meter location and connection to proposed house on Lot C (2) show and label any pavement cuts within 44th PL South — as applicable (3) show and label new paved driveway including connection to 44th PL South pavement (4) on -site drainage system including dispersion detail as applicable (5) drainage flow arrows across new driveway and downspout connection(s) to an on -site dispersion system (6) F.F. elevations, contours, and spot elevations (7) undergrounding of power from power pole to house (8) on -site drainage dispersion detail elevations (9) show & label clearly on plan sheet any proposed water service line, sanitary side sewer (from sewer main to house), storm drainage, power and other utilities (gas, cable, telephone, etc.) as applicable. (See sample site plan — enclosed) 3. NOTE: Prior to Short Plat Final under L18-0117 (1) Only one house shall be constructed on TL no. 334740- 0910. (2) Work under Public Works permit no. PW19-0062 shall be completed. 4. Property is within the Allentown Flood Prone Area. Finished floor shall be at least lfoot above the base flood elevation of 10.4' per City of Tukwila. An Elevation Certificate is not required. 5. Traffic Concurrency Test Fee in the amount of $300.00 was paid under Public Works permit no. C19-0009. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. To better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted through the mail or by a messenger service. Sincerely, rankie Alexander Permit Technician File No, D19-0283 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 4 2020 City of Tukwila BUILDING DIVISION Roof Roof w/ tile Floor Floor w/ Gyperete Ceiling Deck Exterior Cantilevered Balcony Interior Partition. Exterior Partition BEAM CALCULATIONS FOR PLAN M2525A2F-0 TO BE BUILT IN LOT C @ 44TH PLACE TUKWILA, WASHINGTON FOR DONACO, LLC LOADING 15 PSF Dead Load + 25 PSF Dead Load + 10 PSF Dead Load + 24 PSF Dead Load + 5 PSF Dead Load + 5 PSF Dead Load + 10 PSF Dead Load + RECEIVED CITY OF TUKWILA AUG 2 8 2019 PERMIT CENTER 25 PSF Live Load 25 PSF Live Load 40 PSF Live Load 40 PSF Live Load 10 PSF Live Load 40 PSF Live Load 60 PSF Live Load DEFLECTION Roof = 1/360 Live Load, 1/360 Total Load Floor = 1/480 Live Load, 1/360 Total Load NOTE: This stamp applies to the members and assemblies described in these calculations, and are only valid if they have been wet stamped. = 40 PSF = 50 PSF 50 PSF = 64 PSF = 15 PSF = 45 PSF = 70 PSF = 07 PSF = 10 PSF 5046 08 SHINGTON 0 9 / 1 9 Architects Northwest Job No. 190174 ARCHITECTS NORTHWEST, Inc. 18915 142nd Avenue NE Suite 100 Woodinville, WA 98072 (425) 485-4900 FAX (425) 487-6585 www.ArchitectsNW.com Project: M2525A2F-OR Location: 01, BEDRM 3 CLOSET HEADER Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 5.5 IN x 7.5IN x 8.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 7.2% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.08 IN U1134 Dead Load 0.05 in Total Load 0.14 IN L/692 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A 969 Ib 856 Ib 617 Ib 550 Ib 1586 Ib 1406 Ib 0.46 in 0.41 in BEAM DATA Center Span Length 8 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -L to Grain: Base Values Agjusted Fb = 750 psi Fb= 749 psi Cd=1.00 CI=1.00 CF.1.00 Fv = 170 psi Fv' = 170 psi Cd=1.00 E = 1300 ksi E' = 1300 ksi Fc - = 625 psi Fc - = 625 psi Controlling Moment: 3004 ft-Ib 3.76 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1586 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Eggli Provided 48.1 in3 51.56 in3 13.99 in2 41,25 in2 67.08 in4 193.36 in4 3004 ft-lb 3220 ft-lb 1586 Ib 4675 lb f Architects Northwest StruCalc Version 10.0.1.6 8/7/2019 2:49:54 PM page /of LOADING DIAGRAM A_ A —8 ft B UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 200 pif 120 pif 9 pif 329 pif POINT LOADS - CENTER SPAN Load Number One Live Load 225 Ib Dead Load 135 Ib Location 2 ft Project: M2525A2F-OR Location: 02. BM OVER DEN & BEDRM WINDOW Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] 5.5 IN x 7.5 IN x 6.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 152.0% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.02 IN U3104 Dead Load 0.01 in Total Load OM IN U2186 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A 600 Ib 600 Ib 252 Ib 252 Ib 852 Ib 852 Ib 0.25 in 0.25 in StruCalc Version 10.0.1.6 8/7/2019 2:49:54 PM page of BEAM DATA Center Span Length 6 ft Unbraced Length -Top 2 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values Adiusted Fb = 750 psi Fb= 749 psi Cd=1.00 CI=1.00 CF=1.00 Fv = 170 psi Fv' = 170 psi Cd=1,00 E = 1300 ksi E' = 1300 ksi Fc - = 625 psi Fc - -12 = 625 psi Controlling Moment: 1278 ft-lb 3.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 852 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: agal. Provided 20.46 in3 51.56 in3 7.52 in2 41.25 in2 22.43 in4 193.36 in4 1278 ft-Ib 3220 ft-Ib 852 lb 4675 lb LOADING DIAGRAM 6 ft FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load Side 1 Side 2 FLL = 40 psf 0 psf FDL = 15 psf 0 psf FTW = 5 ft 0 ft WALL = 0 plf BEAM LOA ING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 200 plf wD = 75 plf BSW = 9 plf wT = 284 plf Project: M2525A2F-OR Location: 03. BM OVER FOYER Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)1 3.125 IN x 15.0 IN x 12.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 45.4% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.19 IN U763 Dead Load 0.07 in Total Load 0.26 IN U549 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A 3840 Ib 3840 Ib 1501 Ib 1501 Ib 5341 Ib 5341 Ib 2.63 in 2.63 in BEAM DATA Center Span Length 12 ft Unbraced Length -Top 1.33 ft Floor Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.07 Notch Depth 0.00 JVIATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Adjusted Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2386 psi Cd=1.00 CI=0.99 Shear Stress: Fv = 265 psi Fv' = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E= 1800 ksi Comp. 1 to Grain: Fc - 1 = 650 psi Fc - = 650 psi Bending Stress: Controlling Moment: 16023 ft-Ib 6.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -5341 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus; Area (Shear): Moment of Inertia (deflection): Moment: Shear: agstrIl Provided 80.59 in3 117.19 in3 30.23 in2 46.88 in2 414.65 in4 878.91 in4 16023 ft-Ib 23299 ft-Ib -5341 Ib 8281 Ib StruCalc Version 10.0.1.6 8/7/2019 2:49:55 PM page /of LOADING DIAGRAM FLOOR LOADING Floor Live Load FLL Floor Dead Load FDL = Floor Tributary Width FTW = Wall Load WALL = Side 1 40 psf 15 psf 12 ft 0 plf Side 2 40 psf 15 psf 4 ft BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = wD = BSW = wT = 640 plf 240 plf 10 plf 890 plf Project: M2525A2F-OR Location: 04. BM OVER FURNACE Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 5.125 IN x 12.0 IN x 10.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 87.8% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.11 IN U1104 Dead Load 0.05 in Total Load 0.16 IN U737 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A a 2960 Ib 2640 Ib 1433 Ib 1228 Ib 4393 Ib 3868 Ib 1.32 in 1.16 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 10 ft 2 ft 10 ft 1.00 1 0.05 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Westem Species Base Values Adjusted Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb= 2394 psi Cd=1.00 CI=1.00 Shear Stress: Fv = 265 psi Fv' = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp, -I- to Grain: Fc - = 650 psi Fc - = 650 psi Bending Stress: Controlling Moment: 13067 ft-lb 4.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 4393 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Rea'd Provided Section Modulus: 65.5 in3 123 in3 Area (Shear): 24.87 in2 61.5 in2 Moment of Inertia (deflection): 240.75 in4 738 in4 Moment: 13067 ft-Ib 24539 ft-lb Shear: 4393 lb 10865 lb Architects Northwest StruCalc Version 10.0.1.6 8/7/2019 2:49:55 PM page /of LOADING DIAGRAM 10 ft UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 400 plf 150 plf 13 plf 563 plf POINT LOADS - CENTER SPAN Load Number One Two Live Load 800 Ib 800 lb Dead Load 514 Ib 514 Ib Location 4 ft 4 ft Project: M2525A2F-OR Location: 05. BM OVER OUTDOOR LIVING Multi -Span Floor Beam (2015 International Building Code(2015 NDS)1 3.125 IN x 15.0 IN x 16.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 28.6% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.23 IN U824 Dead Load 0.23 in Total Load 0.46 IN L/416 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length 9 1490 Ib 1490 Ib 1648 Ib 1648 Ib 3138 Ib 3138 Ib 1.54 in 1.54 in B AM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom 16 ft Floor Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.23 Notch Depth 0.00 Center 16 ft 2 ft MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.00 CI=0.99 Shear Stress: Fv = Cd=1.00 Modulus of Elasticity: E = 1800 ksi Comp. to Grain: Fc - = 650 psi Bending Stress: Adjusted Controlled by: Fb= 2378 psi 265 psi Fv' = 265 psi = 1800 ksi Fc - = 650 psi Controlling Moment: 18057 ft-lb 8.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -3138 Ib At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Reald. Provided 91.14 in3 117.19 in3 17.76 in2 46.88 in2 507.29 in4 878.91 in4 18057 ft-Ib 23219 ft-Ib -3138 lb 8281 lb StruCalc Version 10.0.1.6 8/7/2019 2:49:56 PM Page /of FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Side One Floor Tributary Width Side Two Wall Load FLL = FDL = TVV1 TW2 = WALL = Center 40 psf 15 psf 2 ft 0 ft 100 pif POINT LOADS - CENTER SPAN Load Number One Live Load 1700 Ib Dead Load 1053 Ib Location 8 ft BEAM LOADING Center Reduced Floor Live Load 40 psf Total Live Load 80 plf Total Dead Load 130 pif Beam Self Weight 10 pif Total Load 220 plf Project: M2525A2F-OR Location: 06. BMS SUPPORTING PORCHES Roof Beam [2015 International Building Code(2015 NDS)] 5.125 IN x 9.0 IN x 20.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 19.8% Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.64 IN U374 Dead Load 0.47 in Total Load 1.11 IN U216 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: U180 REACTIONS Live Load Dead Load Total Load Bearing Length A 1000 lb 1000 Ib 732 Ib 732 Ib 1732 Ib 1732 Ib 0.52 in 0.52 in BEAM DATA Span Length 20 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIA PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.15 CI=1.00 Shear Stress: Fv = 265 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi Comp. to Grain: Fc - L = 650 psi Bending Stress: Controlling Moment: 8662 ft-lb 10.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 1732 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Adiusted Controlled by: Fb= 2754 psi Fv' = 305 psi E' = 1800 ksi Fc - = 650 psi Provided 37.74 in3 69.19 in3 8.53 in2 46.13 in2 259.82 in4 311.34 in4 8662 ft-lb 15879 ft-Ib 1732 lb 9371 Ib StruCalc Version 10.0.1.6 8/7/2019 2:49:57 PM page /of LOADING DIAGRAM ROOF LOADING Side One: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Side Two: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Wall Load: 25 psf 15 psf 2 ft 25 psf 15 psf 2 ft WALL = 0 plf SLOPEIPITCH ADJUSTED Adjusted Beam Length: Beam Self Weight: Beam Uniform Live Load: Beam Uniform Dead Load: Total Uniform Load: LENGTHS AND LOADS Ladj= 20 ft BSW = 10 plf wL = 100 plf wD_adj = 73 pif wT = 173 plf Project: M2525A2F-OR Location: 07. BONUS ROOM WINDOW HEADER Multi -Loaded Multi -Span Beam 12015 International Building Code(2015 NDS)] 3.51N x 11.25 IN x 8.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 55.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.04 IN U2662 Dead Load 0.02 in Total Load 0.06 IN U1631 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length 9 800 Ib 800 Ib 514 Ib 514 Ib 1314 Ib 1314 Ib 0.60 in 0.60 in SEAM DATA Center Span Length 8 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 8 ft Live Load Duration Factor 1.00 Notch Depth 0.00 MATER AL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values Adjusted Fb 900 psi Fb= 987 psi Cd=1.00 CI=1.00 CF=1. /0 Fv = 180 psi Fv' = 180 psi Cd= /. 00 E = 1600 ksi E = 1600 ksi Fc - = 625 psi Fc = 625 psi Controlling Moment: 3908 ft-Ib 4.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 1314 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: 47.54 in3 10.95 in2 61.13 in4 3908 ft-Ib 1314 Ib Provided 73.83 in3 39.38 in2 415.28 in4 6070 ft-Ib 4725 Ib Architects Northwest 1 A StruCalc Version 10.0.1.6 8/7/2019 2:49:57 PM page /of LOADING DIAGRAM w aft -a- UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 100 plf 60 plf 9 plf 169 plf POINT LOADS - CENTER SPAN Load Number One Live Load 800 Ib Dead Load 480 Ib Location 4 ft Project: M2525A2F-OR Location: 08. DINNING ROOM DOOR HEADER Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)] 3.125 IN x 9.0IN x 8.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 45.5% Controlling Factor: Moment DEFLECTIONS C n er Live Load 0.14 IN U685 Dead Load 0.05 in Total Load 0.19 IN U494 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length 2080 Ib 2080 Ib 804 Ib 804 Ib 2884 Ib 2884 Ib 1,42 in 1.42 in BEAM DATA Center Span Length 8 ft Unbraced Length -Top 2 ft Floor Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.05 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.00 CI=0.99 Shear Stress: Fv = 265 psi Cd=/.00 Modulus of Elasticity: E = 1800 ksi Comp. 1 to Grain: Fc - 1 = 650 psi Bending Stress: Controlling Moment: 5769 ft-Ib 4.0 ft from left support Created by combining all dead and live loads. Controlling Shear: -2884 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Adjusted Controlled by: Fb' = 2387 psi Fv' = 265 psi E' = 1800 ksi Fc - = 650 psi aegll Provided 29 in3 42.19 in3 16.33 in2 28.13 in2 99.82 in4 189.84 in4 5769 ft-Ib 8393 ft-Ib -2884 lb 4969 lb StruCalc Version 10.0.1.6 8/7/2019 2:49:58 PM page /of LOADING DIAGRAM FLOOR LOADING Side 1 Floor Live Load FLL = 40 psf Floor Dead Load FDL = 15 psf Floor Tributary Width FTW = 11 ft Wall Load WALL = 0 plf Side 2 40 psf 15 psf 2 ft glEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 520 plf wD = 195 plf BSW = 6 plf wT = 721 plf Project: M2525A2F-OR Location: 09, GARAGE DOOR HEADER Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 5.125 IN x 15.0IN x 20.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 110.0% Controlling Factor: Deflection !DEFLECTIONS Center Live Load 0.28 IN U859 Dead Load 0.20 in Total Load 0,48 IN U504 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A 1800 Ib 1800 Ib 1281 Ib 1281 Ib 3081 Ib 3081 Ib 0.92 in 0.92 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 20 ft 0 ft 20 ft 1.00 1 0.2 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Bending Stress: Shear Stress: Modulus of Elasticity: Comp. J- to Grain: Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1,00 Cv=0.98 Fv = 265 psi Cd= /. 00 E = Fc = 1800 ksi 650 psi Adjusted Controlled by: Fb' = 2359 psi Fv' = 265 psi E' = 1800 ksi Fc - = 650 psi Controlling Moment: 16717 ft-lb 10.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 3081 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: ae_q11 Provided 85.06 in3 192.19 in3 17.44 in2 76.88 in2 686.27 in4 1441.41 in4 16717 ft-Ib 37773 ft-Ib 3081 Ib 13581 Ib StruCalc Version 10,0.1.6 8/7/2019 2:49:58 PM page /of LOADING DIAGRAM 20 ft 2 UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 100 plf 60 plf 17 plf 177 plf POINT LOADS - CENTER SPAN Load Number One Live Load 800 Ib 800 Ib Dead Load 514 Ib 514 Ib Location 6 ft 14 ft Project: M2525A2F-OR Location: 10. GREAT ROOM WINDOW HEADER Multi -Span Floor Beam [2015 International Building Code(2015 NDS)] 3.125 IN x 15.0 IN x 8.0 FT 24F-V8 - Visually Graded Western Species - Dry Use Section Adequate By: 89.2% Controlling Factor: Shear DEFLECTIONS Center Live Load 0.05 IN U2060 Dead Load 0.03 in Total Load 0.08 IN L/1279 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A 2720 Ib 2720 Ib 1657 Ib 1657 lb 4377 Ib 4377 Ib 2.15 in 2.15 in REAM DATA Center Span Length 8 ft Unbraced Length -Top 1.33 ft Unbraced Length -Bottom 8 ft Floor Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.03 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V8 - Visually Graded Western Species Base Values Adjusted Fb = 2400 psi Controlled by: Fb_cmpr = 2400 psi Fb= 2386 psi Cd=1.00 CI=0.99 Shear Stress: Fv = 265 psi Fv. = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi E' = 1800 ksi Comp. ± to Grain: Fc - = 650 psi Fc = 650 psi Bending Stress: Controlling Moment: 11347 ft-lb 4.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: 4377 Ib At left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Read Provided 57.07 in3 117.19 in3 24.78 in2 46.88 in2 164.94 in4 878.91 in4 11347 ft-lb 23300 ft-lb 4377 lb 8281 Ib StruCalc Version 10.0.1.6 8/7/2019 2:49:59 PM page /of LOADING DIAGRAM. w 8 ft FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Side One Floor Tributary Width Side Two Wall Load FLL = FDL = TW1 = TW2 = WALL = Center 40 psf 15 psf 12 ft 0 ft 100 plf POINT LOADS - CENTER SPAN Load Number One Live Load 1600 Ib Dead Load 993 Ib Location 4 ft BEAM LOADING Reduced Floor Live Load Total Live Load Total Dead Load Beam Self Weight Total Load Center 40 psf 480 plf 280 plf 10 plf 770 plf • Project: M2525A2F-OR Location: 11, MSTR BATH WINDOW HEADER Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)] 3.125 IN x 12.0 IN x 8.0 FT 24F-V4 - Visually Graded Western Species - Dry Use Section Adequate By: 155.7% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.05 IN U2110 Dead Load 0.03 in Total Load 0,07 IN L/1302 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A 1300 Ib 1300 Ib 813 Ib 813 Ib 2113 lb 2113 Ib 1.04 in 1.04 in BEAM DATA enter Span Length 8 ft Unbraced Length -Top 2 ft Unbraced Length -Bottom 8 ft Live Load Duration Factor 1.00 Camber Adj. Factor 1 Camber Required 0.03 Notch Depth 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Westem Species fiase Values Fb = 2400 psi Fb_cmpr = 1850 psi Cd=1.00 CI=0,99 Shear Stress: Fv = 265 psi Cd=1.00 Modulus of Elasticity: E = 1800 ksi Comp. ± to Grain: Fc - L = 650 psi Bending Stress: Adjusted Controlled by: Fb= 2383 psi Re = 265 psi E' = 1800 ksi Fc - = 650 psi Controlling Moment: 5825 ft-Ib 4.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2113Ib At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: 13e4L:1 Provided 29.34 in3 75 in3 11.96 in2 37.5 in2 82.95 in4 450 in4 5825 ft-Ib 14892 ft-Ib -2113 lb 6625 lb Architects Northwest StruCalc Version 10.0.1.6 8/7/2019 2:49:59 PM page //of OADING D AG 8 ft UNIFORM LOADS Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 200 plf 120 plf 8 plf 328 plf POINT LOADS - CENTER SPAN Load Number One Live Load 1000 Ib Dead Load 600 Ib Location 4 ft • Project: M2525A2F-OR Location: 12. MSTR BEDRM WINDOW HEADER Multi -Loaded Multi -Span Beam [2015 International Building Code(2015 NDS)1 3.125 IN x 12.0 IN x 8.0 FT 24F-V4 - Visually Graded Westem Species - Dry Use Section Adequate By: 92.3% Controlling Factor: Moment DEFLECTIONS Center Live Load 0,06 IN U1623 Dead Load 0.04 in Total Load 0.10 IN L/1004 Live Load Deflection Criteria: L/360 Total Load Deflection Criteria: L/240 REACTIONS Live Load Dead Load Total Load Bearing Length A 1600 Ib 1600 Ib 993 Ib 993 Ib 2593 Ib 2593 Ib 1.28 in 1.28 in BEAM DATA Span Length Unbraced Length -Top Unbraced Length -Bottom Live Load Duration Factor Camber Adj. Factor Camber Required Notch Depth Center 8 ft 2 ft 8 ft 1.00 1 0.04 0.00 MATERIAL PROPERTIES 24F-V4 - Visually Graded Western Species Base Values Adjusted Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb= 2383 psi Cd=1.00 CI=0.99 Shear Stress: Fv = 265 psi Fv' = 265 psi Bending Stress: Cd=/.00 Modulus of Elasticity: E = Comp. -I- to Grain: Fc = 1800 ksi E' = 1800 ksi 650 psi Fc - L = 650 psi Controlling Moment: 7745 ft-Ib 4.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -2593 Ib At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Provided 39.01 in3 75 in3 14.67 in2 37.5 in2 107.52 in4 450 in4 7745 ft-Ib 14892 ft-Ib -2593 lb 6625 lb StruCalc Version 10.0.1,6 8/7/2019 2:50:00 PM page /of OADING DIA 8 It —8 - UNIFORM LOADa Uniform Live Load Uniform Dead Load Beam Self Weight Total Uniform Load Center 200 plf 120 plf 8 plf 328 plf POINT LOADS - CENTER SPAN Load Number One Live Load 1600 Ib Dead Load 960 Ib Location 4 ft • Project: M2525A2F-OR Location: 13, PANTRY DOOR HEADER Uniformly Loaded Floor Beam [2015 International Building Code(2015 NDS)) 5.51N x 11.5IN x 8.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 40.8% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.06 IN U1686 Dead Load 0.02 in Total Load 0.08 IN U1205 Live Load Deflection Criteria: U360 Total Load Deflection Criteria: U240 REACTIONS Live Load Dead Load Total Load Bearing Length A 2240 Ib 2240 Ib 895 Ib 895 Ib 3135 Ib 3135 Ib 0.91 in 0.91 in pEA DATA Center Span Length 8 ft Unbraced Length -Top 2 ft Floor Duration Factor 1.00 Notch Depth 0.00 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -L to Grain: Base Values Adjusted Fb = 875 psi Fb' = 874 psi Cd=1.00 CI=1.00 CF=1.00 Fv = 170 psi Fv' = 170 psi Cd=1.00 E = 1300 ksi E' = 1300 ksi Fc - = 625 psi Fc - = 625 psi Controlling Moment: 6270 ft-Ib 4.0 ft from left support Created by combining all dead and live loads. Controlling Shear: 3135 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Reo'd Provided 86.11 in3 121.23 in3 27.66 in2 63.25 in2 148.85 in4 697.07 in4 6270 ft-Ib 8826 ft-Ib 3135 lb 7168 Ib StruCalc Version 10.0.1.6 8/7/2019 2:50:01 PM page /of LOADING DIAGRAM A AO- 8 ft- FLOOR LOADING Floor Live Load Floor Dead Load Floor Tributary Width Wall Load Side 1 Side 2 FLL = 40 psf 40 psf FDL = 15 psf 15 psf FTW = 11 ft 3 ft WALL = 0 plf BEAM LOADING Beam Total Live Load: Beam Total Dead Load: Beam Self Weight: Total Maximum Load: wL = 560 plf wD = 210 plf BSW = 14 plf wT = 784 plf • froject: M2525A2F-0R Location: 14. BEDRM 2 WINDOW HEADER Roof Beam [2015 International Building Code(2015 NOS)] 3,5 IN x 9.25 IN x 5.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 553.9% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.01 IN UMAX Dead Load 0.00 in Total Load 0.01 IN U6257 Live Load Deflection Criteria: L/240 Total Load Deflection Criteria: L/180 REACTIONS Live Load Dead Load Total Load Bearing Length A 375 Ib 375 lb 255 Ib 255 Ib 630 Ib 630 Ib 0,29 in 0.29 in BEAM DATA Span Length Unbraced Length -Top 5 ft 2 ft Unbraced Length -Bottom 0 ft Roof Pitch 4 :12 Roof Duration Factor 1.15 MATERIAL PROPERTIES #2 - Douglas -Fir -Larch Bending Stress: Shear Stress: Modulus of Elasticity: Comp. -I- to Grain: Base Values Adiusted Fb = 900 psi Fb' = 1238 psi Cd=1.15 CI=1.00 CF=1.20 Fv = 180 psi Fv' = 207 psi Cd=1.15 E = 1600 ksi E = 1600 ksi Fc - = 625 psi Fc - = 625 psi Controlling Moment: 787 ft-Ib 2.5 ft from left support Created by combining all dead and live loads. Controlling Shear: 630 Ib At support. Created by combining all dead and live loads. Comparisons with required sections: Section Modulus: Area (Shear): Moment of Inertia (deflection): Moment: Shear: Bolt ovided 7.63 in3 49.91 in3 4.56 in2 32.38 in2 6.64 in4 230.84 in4 787 ft-lb 5148 ft-Ib 630 lb 4468 lb Architects Northwest StruCalc Version 10.0.1.6 8/7/2019 2:50:01 PM page /1of LOADING DIAGRAM 5 ft ROOF LOADING Side One: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Side Two: Roof Live Load: LL = Roof Dead Load: DL = Tributary Width: TW = Wall Load: 25 psf 15 psf 4 ft 25 psf 15 psf 2 ft WALL = 0 plf SLOPE/PITCH ADJUSTED LENGTHS AND LOADS Adjusted Beam Length: Ladj = 5 ft Beam Self Weight: BSW = 7 plf Beam Uniform Live Load: wL = 150 plf Beam Uniform Dead Load: wD_adj = 102 plf Total Uniform Load: wT = 252 plf Geotechnical Engineering Report Proposed Residence 12072 44th Place South Tukwila, Washington 98178 P/Ns 3347400900 and 3347400910 RECEIVED CITY OF TUKWILA OCT 16 2019 PERMIT CENTER CORRECTION LTR# December 18, 2018 prepared for: Ken Pham 16009 Des Moines Memorial Dr S Burien, Washington 98148 (206) 778-6859 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 4 2020 City of Tukwila BUILDING DIVISION prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P1502-T18 blq Oz03 TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIPTION 1 2.0 EXPLORATORY METHODS 2 2.1 Test Pit Procedures 2 3.0 SITE CONDITIONS 3 3.1 Surface Conditions 3 3.2 Soil Conditions 3 3.3 Groundwater Conditions 4 3.4 Infiltration Conditions 4 3.5 Seismic Conditions 4 3.6. Liquefaction Potential 4 4.0 CONCLUSIONS AND RECOMMENDATIONS 5 4.1 Site Preparation 6 4.2 Spread Footings... ......... ......... . .. . .......... ........ ............. .......... ...... ........ .............. ............. 7 4.3 Slab -On -Grade -Floors 9 4.4 Drainage Systems 9 4.5 Asphalt Pavement 10 4.6 Structural Fill 11 4.7 Soil Cement Pavement Subbase 12 5.0 RECOMMENDED ADDITIONAL SERVICES...... ....... . ....... .......... ........ . ........... ................. 12 6.0 CLOSURE 13 List of Tables Table 1. Approximate Locations and Depths of Explorations .......... .............. ............... .......... List of Figures Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan APPENDIX A Soil Classification Chart and Key to Test Data A-1 Logs of Test Pits TP-1 and TP-2 A-2...A-3 MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 December 18, 2018 Ken Pham 16009 Des Moines Memorial Dr S Burien, Washington 98148 (206) 778-6859 Subject: Geotechnical Engineering Report Proposed Residence 12072 44th Place South Tukwila, Washington 98178 P/Ns 3347400900 and 3347400910 MGI Project P1502-T18 Dear Mr. Pham: Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical engineering evaluation for the proposed residences to be located at 12072 44th PI S in Tukwila, Washington. This report has been prepared for the exclusive use of Ken Pham, and his consultants, for specific application to this project, in accordance with generally accepted geotechnical engineering practice. 1.0 SITE AND PROJECT DESCRIPTION The project site is composed of two adjacent rectangular tax parcels totaling approximately 0.96 acres, located along the northeast side of 44th PI S, southwest of 1-5 in Tukwila, Washington, as shown on the enclosed Topographic and Location Map (Figure 1). The project area is elongated from northeast to southwest, spanning ± 255 feet in this direction; both lots are 80 feet wide, for a total of 160 feet for the whole project area width. The northwestern parcel with PN 3347400900 is currently fully developed with a 2-bedroom single family home, and the remaining parcel with PN 3347400910 is undeveloped. Improvement plans involve converting the two parcels into a four -lot short plat, with a 20-foot-wide access and utility easement through the currently undeveloped parcel toward 44th PI S. The four proposed lots, identified with the letters A, B, C, and D, will be between 7,000 and 12,000 square feet each. Lot A will encompass the existing residence and the remaining backyard space will be converted to Lot B. The currently undeveloped parcel will be split into Lots C and D. Page 1 of 13 Pham - Proposed Residence, 12072 44'h Place South, Tukwila, WA Geotechnical Engineering Report December 18, 2018 P1502-T18 2.0 EXPLORATORY METHODS We explored surface and subsurface conditions at the project site on November 27, 2018. Our exploration and evaluation program comprised the following elements: • Surface reconnaissance of the site; • Two test pit explorations (designated TP-1 and TP-2) advanced on November 27, 2018; and • A review of published geologic and seismologic maps and literature. Table 1 summarizes the approximate functional locations and termination depths of our subsurface explorations, and Figure 2 depicts their approximate relative locations. The following sections describe the procedures used for excavation of the test holes. TABLE 1 APPROXIMATE LOCATIONS AND DEPTHS OF EXPLORATIONS Exploration Functional Location Termination Depth (feet) TP-1 TP-2 ± 70 ft SW of trees lining back of lot, equidistant from fences lining length of lot ± 60 ft NW of pavement on 44th PI S, equidistant from fences lining length of lot 10 11 The specific numbers and locations of our explorations were selected in relation to the existing site features, under the constraints of surface access, underground utility conflicts, and budget considerations. It should be realized that the explorations performed and utilized for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations contained in this report to reflect the actual site conditions. 2.1 Test Pit Procedures Our exploratory test pits were excavated with a rubber -tracked, mid -sized excavator operated by an excavation contractor under subcontract to MGI. An engineering geologist from our firm observed the test pit excavations, collected soil samples, and logged the subsurface conditions. The enclosed test pit logs indicate the vertical sequence of soils and materials encountered in our test pits, based on our field classifications. Where a soil contact was observed to be gradational or undulating, our logs indicate the average contact depth. We estimated the relative density and consistency of the in -situ soils by means of the excavation characteristics and the stability of the test pit sidewalls. Our logs also indicate the approximate depths of any sidewall caving or groundwater seepage observed in the test pits. The soils were classified visually in general accordance with the system described in Figure A-1, which includes a key to the exploration log. Summary logs of our explorations are included as Figures A-2 through A-3. Migizi Group, Inc. Page 2 of 13 Pham — Proposed Residence, 12072 44th Place South, Tukwila, WA Geotechnical Engineering Report December 18, 2018 P1502-T18 3.0 SITE CONDITIONS The following sections present our observations, measurements, findings, and interpretations regarding surface, soil, groundwater, and infiltration conditions. 3.1 Surface Conditions As previously indicated, the project site is composed of two adjacent rectangular tax parcels totaling approximately 0.96 acres, located along the northeast side of 44th PI S, southwest of 1-5 in Tukwila, Washington. The project area is elongated from northeast to southwest, spanning ± 255 feet in this direction; both lots are 80 feet wide, for a total width of 160 feet for the whole project area. The northwestern parcel is currently fully developed and the southeastern parcel is undeveloped. The project area is bounded by 44th P1 S to the southwest, by residential properties to the northwest and southeast, and by a BNSF Railway Co. yard to the northeast. The project area is topographically flat with no fluctuations in elevation. Vegetation onsite consists primarily of tall grasses and several mature evergreen trees lining the rear end of the lot, separating the project site from the BNSF yard. No hydrologic features were observed on site, such as seeps, springs, ponds and streams. 3.2 Soil Conditions Our subsurface explorations revealed relatively consistent subsurface conditions across the project site. In general, soils encountered on site comprised alluvium deposited by the nearby Duwamish River; with the project area being located within its archaic flood plain. Alluvium generally consists of poorly consolidated sediments comprising silty sand, silt, and silt with intermittent peat deposits. Native soils encountered onsite generally varied between silty sand and silt with sand lenses. More fine-grained soils were typically observed within the lowest 5 to 6 feet of the site soil column; grain size tended to decrease with depth. The majority of coarser -grained sediments encountered in the upper soil column displayed some degree of mottling, indicating the region's propensity to hold water rather than transmit vertically. Existing native soils were generally in a loose to medium dense/stiff in -situ condition, with the relative density of soils increasing with depth. In the Geologic Map of the Des Moines 7.5' Quadrangle, King County, Washington, as prepared by the United States Department of the Interior (USDI) (2004), the project site is mapped as containing Qal, or alluvium. This soil group reportedly formed from alluvial flood plain deposits of the Duwamish River, and includes moderately well sorted deposits of cobble gravel, pebbly sand, and sandy silt. Our field observations generally correspond with the site classification performed by the USDI, granted that only silt and silty sand exist onsite. The enclosed exploration logs (Appendix A) provide a detailed description of the soil strata encountered in our subsurface explorations. Migizi Group, Inc. Page 3 of 13 Pham — Proposed Residence, 12072 44'h Place South, Tukwila, WA Geotechnical Engineering Report December 18, 2018 P1502-T18 3.3 Groundwater Conditions We encountered rapid groundwater seepage in both of our subsurface explorations on November 27, 2018 at depths of 9 and 101/2 feet, resulting in 6 to 12 inches of standing water in each test pit. Given the fact that our subsurface explorations were performed in what is generally considered the wet season (November through April), we do not anticipate that groundwater levels will rise much higher than that which we observed. 3.4 Infiltration Conditions As indicated in the Soil Conditions section of this report, the site is underlain by alluvial flood plain deposits originating from the nearby Duwamish River. Given the shallow groundwater depths and localized consistency of native soils across the project area, it would be extremely difficult to accurately design any infiltration system. As such, we do not believe that infiltration design is feasible for this project and site produced stormwater should be diverted to an existing storm system along 44'h PIS or managed through another appropriate means. 3.5 Seismic Conditions Based on our analysis of subsurface exploration logs and our review of published geologic maps, we interpret the onsite soil conditions to generally correspond with site class E, as defined by Table 20.3-1 in ASCE 7, per the 2015 International Building Code (IBC). Using 2015 IBC information on the USGS Design Summary Report website, Risk Category I/II/III seismic parameters for the site are as follows: Ss= 1.502 g Sms = 1.352 g Sos= 0.901 g Si = 0.564 g Son = 1.352 g SDI = 0.902 g Using the 2015 IBC information, MCER Response Spectrum Graph on the USGS Design Summary Report website, Risk Category I/II/III, S at a period of 0.2 seconds is 1.36 g and S at a period of 1.0 seconds is 1.36 g. The Design Response Spectrum Graph from the same website, using the same IBC information and Risk Category, S at a period of 0.2 seconds is 0.90 g and S., at a period of 1.0 seconds is 0.90 g. 3.6 Liquefaction Potential Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength caused by shear strains, as could result from an earthquake. Research has shown that saturated, loose, fine to medium sands with a fines (silt and clay) content less than about 20 percent are most susceptible to liquefaction. Poorly consolidated fine silty sands were encountered throughout the upper 5 to 6 feet of both subsurface explorations and are potentially liquefiable. It is our opinion that there is a moderate to high liquefaction hazard within the project area. Migizi Group, Inc. Page 4 of 13 Pham - Proposed Residencc, 12072 44th Place South, Tukwila, WA Geotechnical Engineering Report December 18, 2018 P1502-T18 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans involve separating the two existing tax parcels into four lots identified as A, B, C, and D. The existing 2-bedroom residence will occupy proposed lot A and the current backyard area will be converted to proposed lot B. A 20-foot-wide access and utility easement will cut through proposed lots C and D, connecting to 44th PI S. We offer these recommendations: • Feasibility: Based on our field explorations, research, and evaluations, the proposed structures and pavements appear feasible from a geotechnical standpoint. • Foundation Options: Over -excavation of spread footing subgrades to a depth of 3 feet and the construction of structural fill bearing pads will be necessary for foundation support of the proposed residences. If foundation construction occurs during wet conditions, it is likely that a geotextile fabric and/or a thin layer of quarry spalls, placed between bearing pads and native soils, will also be necessary. Recommendations for spread footings are provided in Section 4.2. • Floor Options: For the proposed residences, we recommend over -excavation of slab - on -grade floor subgrades to a minimum depth of 11/2 feet, then placement of properly compacted structural fill as a floor subbase. If floor construction occurs during wet conditions, it is likely that a geotextile fabric and/or a thin layer of quarry spalls, placed between the structural fill floor subbase and native soils, will be necessary. Recommendations for slab -on -grade floors are included in Section 4.3. Fill underlying floor slabs should be compacted to 95 percent (ASTM:D-1557). • Pavement Sections: After removal of any organics, we recommend a conventional pavement section comprising an asphalt concrete pavement over a crushed rock base course over a properly prepared (compacted) subgrade or a granular subbase. Given the relative loose/soft soil conditions observed across the site, we recommend the over -excavation of 24 inches of the existing subgrade material underlying the proposed pavement sections and replacement with a suitable structural fill subbase. All soil subgrades below 24 inches should be thoroughly compacted, then proof - rolled with a loaded dump truck or heavy compactor. Any localized zones of yielding subgrade disclosed during this proof -rolling operation should be over excavated to an additional maximum depth of 12 inches and replaced with a suitable structural fill material. The following sections of this report present our specific geotechnical conclusions and recommendations concerning site preparation, spread footings, slab -on -grade floors, drainage systems, asphalt pavement, structural fill, and soil cement pavement subbase. The Washington State Department of Transportation (WSDOT) Standard Specifications and Standard Plans cited herein refer to WSDOT publications M41-10, Standard Specifications for Road, Bridge, and Municipal Construction, and M21-01, Standard Plans for Road, Bridge, and Municipal Construction, respectively. Migizi Group, Inc. Page 5 of 13 Pharr - Proposed Residence, 12072 44'h Place South, Tukwila, WA Geotechnical Engineering Report December 18, 2018 P1502-T18 4.1 Site Preparation Preparation of the project site should involve erosion control, temporary drainage, clearing, stripping, excavations, dewatering, cutting, subgrade compaction, and filling. Erosion Control: Before new construction begins, an appropriate erosion control system should be installed. This system should collect and filter all surface water runoff through silt fencing. We anticipate a system of berms and drainage ditches around construction areas will provide an adequate collection system. Silt fencing fabric should meet the requirements of WSDOT Standard Specification 9-33.2 Table 3. In addition, silt fencing should embed a minimum of 6 inches below existing grade. An erosion control system requires occasional observation and maintenance. Specifically, holes in the filter and areas where the filter has shifted above ground surface should be replaced or repaired as soon as they are identified. Temporary Drainage: We recommend intercepting and diverting any potential sources of surface or near -surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence, and contractor's methods, final decisions regarding drainage systems are best made in the field at the time of construction. Based on our current understanding of the construction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches placed around the work areas will adequately intercept surface water runoff. Clearing and Stripping: After surface and near -surface water sources have been controlled, sod, topsoil, and root -rich soil should be stripped from the site. Our explorations and field observations indicate that the topsoil horizon is at least 12 inches in the undeveloped portion of the project site. Stripping is best performed during a period of dry weather. Site Excavations: Based on our explorations, we expect that excavations will encounter loose/soft to medium dense/stiff silty, sandy alluvial soils which can be easily excavated using standard excavation equipment. Dewatering: Groundwater was observed in both test pit explorations at 9 feet and 101/2 feet. Given the fact that our test pit explorations were performed in what is generally considered the rainy season, we do not anticipate that groundwater levels will rise higher than that which we observed, nor do we anticipate that groundwater will adversely affect the proposed development. If groundwater is encountered at depths higher than reported, we anticipate that an internal system of ditches, sumpholes, and pumps will be adequate to temporarily dewater excavations. Temporary Cut Slopes: All temporary soil slopes associated with site cutting or excavations should be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should be no steeper than 11/2H:1V, and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. Subgrade Compaction: Exposed subgrades for the foundations of the planned additions should be compacted to a firm, unyielding state before new concrete or fill soils are placed. Any localized Migizi Group, Inc. Page 6 of 13 Pham - Proposed Residence, 12072 441h Place South, Tukwila, WA Geotechnical Engineering Report December 18, 2018 P1502-T18 zones of looser granular soils observed within a subgrade should be compacted to a density commensurate with the surrounding soils. In contrast, any organic, soft, or pumping soils observed within a subgrade should be overexcavated and replaced with a suitable structural fill material. Site Filling: Our conclusions regarding the reuse of onsite soils and our comments regarding wet - weather filling are presented subsequently. Regardless of soil type, all fill should be placed and compacted according to our recommendations presented in the Structural Fill section of this report. Specifically, building pad fill soil should be compacted to a uniform density of at least 95 percent (based on ASTM:D-1557). Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as structural fill: • Surficial Organic Soil and Organic -Rich Fill Soils: Where encountered, surficial organic soils, like duff, topsoil, root -rich soil, and organic -rich fill soils are not suitable for use as structural fill under any circumstances, due to high organic content. Consequently, this material can be used only for non-structural purposes, such as in landscaping areas. • Alluvial Silt and Silty Sand: The alluvial silty sand that underlies the site is very moisture sensitive and will be difficult or impossible to reuse during most weather conditions. The majority of this soil type is currently above the optimum moisture content and will not compact adequately unless extensively aerated. Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1V. For all soil types, the use of flatter slopes (such as 21/21i:1V) would further reduce long-term erosion and facilitate revegetation. Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water erosion. Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat. 4.2 Spread Footings In our opinion, conventional spread footings will provide adequate support for the proposed warehouse building if the subgrade is properly prepared. Due to the soft soils underlying the site, over -excavation of spread footing subgrades, to a depth of 3 feet, and the construction of structural fill bearing pads will be necessary for foundation support of the new structures. Footing Depths and Widths: For frost and erosion protection, the bases of all exterior footings should bear at least 18 inches below adjacent outside grades, whereas the bases of interior footings need bear only 12 inches below the surrounding slab surface level. To reduce post -construction settlements, continuous (wall) and isolated (column) footings should be at least 16 and 24 inches wide, respectively. Migizi Group, Inc. Page 7 of 13 Pham — Proposed Residence, 12072 44th Place South, Tukwila, WA Geotechnical Engineering Report December 18, 2018 P1502-T18 Bearing Subgrades: Structural fill bearing pads, 3 feet thick and compacted to a density of at least 95 percent (based on ASTM: D-1557), should underlie spread footings for the structures. If foundation construction occurs during wet conditions, it is possible that a geotextile fabric, placed between the bearing pad and native soils, will be necessary. In general, before footing concrete is placed, any localized zones of loose soils exposed across the footing subgrades should be compacted to a firm, unyielding condition, and any localized zones of soft, organic, or debris -laden soils should be over -excavated and replaced with suitable structural fill. Structural fill bearing pads should be compacted to a density of at least 95 percent (based on ASTM: D-1557) Lateral Overexcavations: Because foundation stresses are transferred outward as well as downward into the bearing soils, all structural fill placed under footings, should extend horizontally outward from the edge of each footing. This horizontal distance should be equal to the depth of placed fill. Therefore, placed fill that extends 3 feet below the footing base should also extend 3 feet outward from the footing edges. Subgrade Observation: All footing subgrades should consist of firm, unyielding, native soils, or structural fill materials that have been compacted to a density of at least 95 percent (based on ASTM:D-1557). Footings should never be cast atop loose, soft, or frozen soil, slough, debris, existing uncontrolled fill, or surfaces covered by standing water. Bearing Pressures: In our opinion, for static loading, footings that bear on a properly prepared subgrade, or structural fill bearing pads can be designed for a preliminary allowable soil bearing pressure of 1,500 psf. A one-third increase in allowable soil bearing capacity may be used for short- term loads created by seismic or wind related activities. Footing Settlements: Assuming that structural fill soils are compacted to a medium dense or denser state, we estimate that total post -construction settlements of properly designed footings bearing on properly prepared subgrades will not exceed 1 inch under static conditions. Differential settlements for comparably loaded elements may approach one-half of the actual total settlement over horizontal distances of approximately 50 feet. Footing Backfill: To provide erosion protection and lateral load resistance, we recommend that all footing excavations be backfilled on both sides of the footings and stemwalls after the concrete has cured. Either imported structural fill or non -organic onsite soils can be used for this purpose, contingent on suitable moisture content at the time of placement. Regardless of soil type, all footing backfill soil should be compacted to a density of at least 90 percent (based on ASTM:D-1557). Lateral Resistance: Footings that have been properly backfilled as recommended above will resist lateral movements by means of passive earth pressure and base friction. We recommend using an allowable passive earth pressure of 225 psf and an allowable base friction coefficient of 0.35 for site soils. Migizi Group, Inc. Page 8 of 13 •Pham - Proposed Residence, 12072 44th Place South, Tukwila, WA Geotechnical Engineering Report December 18, 2018 P1502-T18 4.3 Slab -On -Grade Floors In our opinion, soil -supported slab -on -grade floors can be used if the subgrades are properly prepared. We offer the following comments and recommendations concerning slab -on -grade floors. Floor Subbase: For the proposed warehouse building, we recommend over -excavation of slab -on - grade floor subgrades to a minimum depth of 11/2 feet, then placement of properly compacted structural fill as a floor subbase. If floor construction occurs during wet conditions, it is likely that a geotextile fabric and/or a thin layer of quarry spalls, placed between the structural fill floor subbase and native soils, will be necessary. All subbase fill should be compacted to a density of at least 95 percent (based on ASTM:D-1557). Capillary Break and Vapor Barrier: To retard the upward wicking of moisture beneath the floor slab, we recommend that a capillary break be placed over the 12-inch subbase. Ideally, this capillary break would consist of a 4-inch-thick layer of pea gravel or other clean, uniform, well-rounded gravel, such as "Gravel Backfill for Drains" per WSDOT Standard Specification 9-03.12(4), but clean angular gravel can be used if it adequately prevents capillary wicking. In addition, a layer of plastic sheeting (such as Crosstuff, Visqueen, or Moistop) should be placed over the capillary break to serve as a vapor barrier. During subsequent casting of the concrete slab, the contractor should exercise care to avoid puncturing this vapor barrier. 4.4 Drainage Systems We offer the following recommendations and comments for drainage design for construction purposes. Perimeter Drains: We recommend that the proposed residences, where applicable, be encircled with a perimeter drain system to collect seepage water. This drain should consist of a 4-inch- diameter perforated pipe within an envelope of pea gravel or washed rock, extending at least 6 inches on all sides of the pipe, and the gravel envelope should be wrapped with filter fabric to reduce the migration of fines from the surrounding soils. Ideally, the drain invert would be installed no more than 8 inches above the base of the perimeter of the mat foundation. Discharge Considerations: If possible, all perimeter drains should discharge to a municipal storm drain, or other suitable location by gravity flow. Check valves should be installed along any drainpipes that discharge to a sewer system, to prevent sewage backflow into the drain system. Runoff Water: Roof -runoff and surface -runoff water should not discharge into the perimeter drain system. Instead, these sources should discharge into separate tightline pipes and be routed away from the building to a storm drain or other appropriate location. Grading and Capping: Final site grades should slope downward away from the building so that runoff water will flow by gravity to suitable collection points, rather than ponding near the building. Ideally, the area surrounding the building would be capped with concrete, asphalt, or low -permeability (silty) soils to minimize or preclude surface -water infiltration. Migizi Group, Inc. Page 9 of 13 •Pham - Proposed Residence, 12072 44lh Place South, Tukwila, WA Geotechnical Engineering Report December 18, 2018 P1502-T18 4.5 Asphalt Pavement Since asphalt pavements will be used for an access road, we offer the following comments and recommendations for pavement design and construction. Subgrade Preparation: After removal of any organics underlying pavements, we recommend a conventional pavement section comprised of an asphalt concrete pavement over a crushed rock base course over a properly prepared (compacted) subgrade or a granular subbase. Given the relative loose/soft soil conditions observed across the site, we recommend the over -excavation of 24 inches of the existing subgrade material underlying the proposed pavement sections and replacement with a suitable structural fill subbase. Given the extent of the proposed paving operation and corresponding earthwork activities, we recommend limiting the subgrade preparation to times of dry weather. If this is not feasible, another alternative would be the cement -treatment of the proposed pavement subgrade to a minimum depth of 24 inches. Recommendations for Soil Cement Pavement Subbase are found in Section 4.7. All soil subgrades below 24 inches should be thoroughly compacted, then proof -rolled with a loaded dump truck or heavy compactor. Any localized zones of yielding subgrade disclosed during this proof -rolling operation should be over excavated to an additional maximum depth of 12 inches and replaced with a suitable structural fill material. All structural fill should be compacted according to our recommendations given in the Structural Fill section. Specifically, the upper 2 feet of soils underlying pavement section should be compacted to at least 95 percent (based on ASTM D- 1557), and all soils below 2 feet should be compacted to at least 90 percent. Pavement Materials: For the base course, we recommend using imported crushed rock, such as "Crushed Surfacing Top Course" per WSDOT Standard Specification 9-03.9(3). If a subbase course is needed, we recommend using imported, clean, well -graded sand and gravel such as "Ballast" or "Gravel Borrow" per WSDOT Standard Specifications 9-03.9(1) and 9-03.14, respectively. Conventional Asphalt Sections: A conventional pavement section typically comprises an asphalt concrete pavement over a crushed rock base course. We recommend using the following conventional pavement sections: Section Minimum Thickness Asphalt Concrete Pavement 3 inches Crushed Rock Base 6 inches Granular Structural Fill or Cement -Treated Base 24 inches Compaction and Observation: All subbase and base course material should be compacted to at least 95 percent of the Modified Proctor maximum dry density (ASTM D-1557), and all asphalt concrete should be compacted to at least 92 percent of the Rice value (ASTM D-2041). We recommend that an MGI representative be retained to observe the compaction of each course before any overlying layer is placed. For the subbase and pavement course, compaction is best observed by means of frequent density testing. For the base course, methodology observations and hand -probing are more appropriate than density testing. Migizi Group, Inc. Page 10 of 13 •Pham - Proposed Residence, 12072 44th Place South, Tukwila, WA Geotechnical Engineering Report December 18, 2018 P1502-T18 Pavement Life and Maintenance: No asphalt pavement is maintenance -free. The above described pavement sections present our minimum recommendations for an average level of performance during a 20-year design life, therefore, an average level of maintenance will likely be required. Furthermore, a 20-year pavement life typically assumes that an overlay will be placed after about 10 years. Thicker asphalt and/or thicker base and subbase courses would offer better long-term performance, but would cost more initially; thinner courses would be more susceptible to "alligator" cracking and other failure modes. As such, pavement design can be considered a compromise between a high initial cost and low maintenance costs versus a low initial cost and higher maintenance costs. 4.6 Structural Fill The term "structural fill" refers to any material placed under foundations, retaining walls, slab -on - grade floors, sidewalks, pavements, and other structures. Our comments, conclusions, and recommendations concerning structural fill are presented in the following paragraphs. Materials: Typical structural fill materials include clean sand, gravel, pea gravel, washed rock, crushed rock, well -graded mixtures of sand and gravel (commonly called "gravel borrow" or "pit - run"), and miscellaneous mixtures of silt, sand, and gravel. Recycled asphalt, concrete, and glass, which are derived from pulverizing the parent materials, are also potentially useful as structural fill in certain applications. Soils used for structural fill should not contain any organic matter or debris, nor any individual particles greater than about 6 inches in diameter. Fill Placement: Clean sand, gravel, crushed rock, soil mixtures, and recycled materials should be placed in horizontal lifts not exceeding 8 inches in loose thickness, and each lift should be thoroughly compacted with a mechanical compactor. Compaction Criteria: Using the Modified Proctor test (ASTM:D-1557) as a standard, we recommend that structural fill used for various onsite applications be compacted to the following minimum densities: Fill Application Footing subgrade and bearing pad Foundation backfill Slab -on -grade floor subgrade and subbase Asphalt pavement base Asphalt pavement subgrade (upper 2 feet) Asphalt pavement subgrade (below 2 feet) Minimum Compaction 95 percent 90 percent 95 percent 95 percent 95 percent 90 percent Subgrade Observation and Compaction Testing: Regardless of material or location, all structural fill should be placed over firm, unyielding subgrades prepared in accordance with the Site Preparation section of this report. The condition of all subgrades should be observed by geotechnical personnel before filling or construction begins. Also, fill soil compaction should be verified by means of in -place density tests performed during fill placement so that adequacy of soil compaction efforts may be evaluated as earthwork progresses. Migizi Group, Inc. Page 11 of 13 -Pharn - Proposed Residence, 12072 44th Place South, Tukwila, WA Geotechnical Engineering Report December 18, 2018 P1502-T18 Soil Moisture Considerations: The suitability of soils used for structural fill depends primarily on their grain -size distribution and moisture content when they are placed. As the "fines" content (that soil fraction passing the U.S. No. 200 Sieve) increases, soils become more sensitive to small changes in moisture content. Soils containing more than about 5 percent fines (by weight) cannot be consistently compacted to a firm, unyielding condition when the moisture content is more than 2 percentage points above or below optimum. For fill placement during wet -weather site work, we recommend using "clean" fill, which refers to soils that have a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 Sieve. 4.7 Soil Cement Pavement Subbase As an alternative to the preparation of a granular fill subbase for the proposed paved areas, we offer the following recommendations for the application of soil cement in the planned development. Soil Cement: Soil cement in the range of 5 to 7 percent by weight should be added to non -organic surficial soils and thoroughly mixed using a disc tiller or other suitable equipment. This material should then be placed in 6 to 10 inch loose lifts and should be compacted to the extent practical using conventional compaction equipment. Subsequent lifts may be placed without delay. Following placement, the cement treated soil should be allowed to cure for several days prior to loading or placement of structural elements. Treatment Depth: Cement treatment should extend 2 feet below the pavement section. Crushed Rock: We recommend using washed 11/4 inch minus compacted crushed rock where underlain by soil cement as recommended above. The 11/4 inch minus compacted crushed rock layer is intended to provide drainage as well as pavement support. 5.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Subsequently, we recommend that MCI be retained to provide the following post -report services: • Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; • Prepare a letter summarizing all review comments (if required); • Check all completed subgrades for footings and slab -on -grade floors before concrete is poured, in order to verify their bearing capacity; and • Prepare a post -construction letter summarizing all field observations, inspections, and test results (if required). Migizi Group, Inc. Page 12 of 13 Pham — Proposed Residence, 12072 44'h Place South, Tukwila, WA Geotechnical Engineering Report December 18, 2018 P1502-T18 6.0 CLOSURE The conclusions and recommendations presented in this report are based, in part, on the explorations that we observed for this study; therefore, if variations in the subgrade conditions are observed at a later time, we may need to modify this report to reflect those changes. Also, because the future performance and integrity of the project elements depend largely on proper initial site preparation, drainage, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. MGI is available to provide geotechnical monitoring of soils throughout construction. We appreciate the opportunity to be of service on this project. If you have any questions regarding this report or any aspects of the project, please feel free to contact our office. Respectfully submitted, MIGIZI GROUP, INC. oi Leg en B. Burch, G.I.T. or Staff Geologist James E. Brigham, P.E. Senior Principal Engineer Migizi Group, Inc. Page 13 of 13 TOPO! map minted on 12118/18 from `Uot!tied,tpo" • 122°19,000' W 122°18.000' W 122°17,000' W 122°16.000' W 122°15,000' W 122°14,000' W WGS84122°13.GOO' W _ r ` �ry�fµ i fJa�rr} p , F1 F few ' M r f.' r ��i\ ' r M� " r11�+ If,Jid i is ` , .. • , ; ``' • �'`. �(�,,,, �h .� . wlY� r: �:` 'Vf • r, C7s1l13�aJt]�¢ iN �j �j�,,, �a"" *.\ `\NGI3I/tlt4\\\` i ,!,°, ^s IIMM .�t,JfN9[( 1,. 4...+s 4p� 'J ' r �\ •' rCS�tl1�b ""' 1!/j`Mt, �\�i Ti_ ti. '� r4'\' ,'� . 1 1,'h^ ;, I t ni s „� w }'"Mi i i, y��J`�; , yU f�„^• z G.�: i. f,r �• ,1 w . z p a? 7 ffi \t �i ` �f �c�iif „�. Dp14'�i, ��i� �'��`� w 4� ��� 4 ti 0 t, k 1 ' .i . 1 ('\ t).ls.. \ ♦i 9 / i :a • kviiii �MC�ry�,,�i.. - 1 1 ill i farG „ Pik 41 �, Ili ti y t , 1 , l I , Z 1'' 11 II r 1 T I t iAI ` i� 17,i rs ` 11, 1,� Ir t} 'se ! 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Box 44840 Tacoma, WA 98448 Title Topographic and Location Map Date 12/18/18 APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOG OF TEST PITS C 0 3 z z z z 0 0 • MAJOR DIVISIONS TYPICAL NAMES COARSE GRAINED SOILS More than Halt > #200 sieve GRAVELS CLEAN GRAVELS WITH LITTLE GW !. ..P'•Ii WELL GRADED GRAVELS, GRAVEL -SAND MIXTURES MORE THAN HALF OR NO FINES GP .q11,S4. I . POORLY GRADED GRAVELS, GRAVEL -SAND MIXTURES COARSE FRACTION IS LARGER THANl_ GRAVELS WITH GM • 0 .< SmIlL;TYuGRREsAVELS, POORLY GRADED GRAVEL -SAND -SILT NO. 4 SIEVE OVER 15% FINES GC " - 4 CLAYEY GRAVELS, POORLY GRADED GRAVEL -SAND -CLAY MIXTURES CLEAN SANDS SW ... :•:•:. • • • • • • WELL GRADED SANDS, GRAVELLY SANDS SANDS MORE THAN HALF WITH LITTLE OR NO FINES SP : • . ,.. .... ..*; POORLY GRADED SANDS, GRAVELLY SANDS COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE SANDS WITH SM • „., ' . . SILTY SANDS, POORLY GRADED SAND -SILT MIXTURES OVER 15% FINES SC • CLAYEY SANDS, POORLY GRADED SAND -CLAY MIXTURES FINE GRAINED SOILS More than Half < #200 sieve SILTS AND CLAYS ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY LIQUID LIMIT LESS THAN 50 CL, A INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL _-- ___. ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MH INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 CH INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS Pt t1_L „, ,, PEAT AND OTHER HIGHLY ORGANIC SOILS Modified California RV R-Value 0 Split Spoon SA Sieve Analysis • Pushed Shelby Tube SW Swell Test Auger Cuttings TC Cyclic Triaxial .i Grab Sample TX Unconsolidated Undrained Triaxial . Sample Attempt with No Recovery TV Torvane Shear CA Chemical Analysis UC Unconfined Compression CN Consolidation (1.2) (Shear Strength, ksf) CP Compaction WA Wash Analysis DS Direct Shear (20) (with % Passing No. 200 Sieve) PM Permeability .V Water Level at Time of Drilling PP Pocket Penetrometer Y Water Level after Drilling(with date measured) SOIL CLASSIFICATION CHART AND KEY TO TEST DATA Figure A-1 --- le** MIGIZI 41101, GROup 9 II COPY OF GENE • Migizi Group, Inc. TEST PIT NUMBER TP-1 PO Box 44840 PAGE 1 OF 1 Tacoma, WA 98448 Figure A-2 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Ken Pham PROJECT NAME Proposed Residence PROJECT NUMBER P1502-T18 PROJECT LOCATION 12072 44th Place South, Tukwila, WA DATE STARTED 11/27/18 COMPLETED 11/27/18 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Paulman GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Excavator S_Z AT TIME OF EXCAVATION 9.00 ft Rapid seepage LOGGED BY LBB CHECKED BY CRL AT END OF EXCAVATION --- NOTES AFTER EXCAVATION --- ip DEPTH (ft) SAMPLE TYPE NUMBER o GRAPHIC LOG MATERIAL DESCRIPTION - _ - 2.5 GB S-1 GB S-2 Topsoil SM M) Brown/gray silty sand (loose to medium dense, moist) (Alluvium) Heavy mottling observed below 1.5 feet 3.0 - 5.0 SM (SM) Light gray silty sand (loose to medium dense, moist) (Alluvium) 5,0 7.5 SM (SM) Brown silty sand (loose, moist) (Alluvium) 6.0 ML L) Dark gray silt with sand lenses (medium stiff, moist) (Alluvium) a ma 10,0 Moderate caving observed from 7 to 10 feet Rapid groundwater seepage observed at 9 feet The depths on the test pit logs are based on an average of measurements acrothe test hole and should be considered accurate to 0.5 foot. Bottom of test pit at 10.0 feet. Migizi Group, Inc. TEST PIT NUMBER TP-2 PO Box 44840 PAGE 1 OF 1 Tacoma, WA 98448 Figure A-3 Telephone: 253-537-9400 Fax: 253-537-9401 CLIENT Ken Pham PROJECT NAME Proposed Residence PROJECT NUMBER P1502-T18 PROJECT LOCATION 12072 44th Place South, Tukwila, WA DATE STARTED 11/27/18 COMPLETED 11/27/18 GROUND ELEVATION TEST PIT SIZE EXCAVATION CONTRACTOR Paulman GROUND WATER LEVELS: EXCAVATION METHOD Rubber Tracked Excavator SZ AT TIME OF EXCAVATION 10.50 ft Rapid seepage LOGGED BY LBB CHECKED BY CRL AT END OF EXCAVATION --- NOTES AFTER EXCAVATION --- o DEPTH (ft) SAMPLE TYPE NUMBER vi ci vi a.g 0 MATERIAL DESCRIPTION _ 2. 5 GB S-1 ,L Topsoil to SM. (SM) Brown silty sand (loose to medium dense, moist) (Alluvium) Heavy mottling observed below 2 feet 5.0 , - 5.0 ML L) Blue/gray silt ith sand lenses (medium stiff, moist) (Alluvium) 0.5 V ! - 7 , - 10.0 (ML) Blue/gray silt with some peat moss (medium stiff, moist to wet) (AIL'ium) 11.0 ML ) No caving observed Rapid groundwater seepage observed at 10.5 feet The depths on the test pit logs are based on an average of measurements acrothe test hole and should be considered accurate to 0.5 foot. Bottom of test pit at 11.0 feet. W- E TEST PIT LOCATION TP-1 NOTE: BOUNDARY AND TOPOGRAPHY ARE BASED ON MAPPING PROVIDED TO MIGIZI OBSERVATIONS MADE IN THE FIELD. THE INFORMATION SHOWN DOES NOT CONSTITUTE A FIELD SURVEY BY MIGIZI. 3'47400:)7 PROJECT: 12072 44fh Place South Migizi Group, Inc. Tukwila, Washington 98178 PO Box 44840 SHEET TITLE: Site and Exploration Plan Tacoma, INA 98448 253-537-9400 253-537-9401 fax www.migizigroup.com DESIGNER: JRB DRAWN BY: JRB CHECKED BY: CRL DATE: Dec. 18, 2018 JOB NO. P1502-T18 SCALE: NTS FIGURE: 2 FILE: Fig2.dwg 56.00.00 15.01.00 20.00.00 20.08.00 ivvkbb/a/y I I m I I H14 102 104 106 J�1c 112 11451 12 115 114 112 �11c J10E J10E J�04 N JCS JUS24' JUS24 JUS24 JUS24 JUS24 0 JUS24 J22 0 8.00.00 ° 7.00.00 �o i 0 12 H22 0 0 / n 0 2 JUS24 (US24 US24 S24 JUS24 J80t J81 US24 12!X US24 JUS24 J81,rX US24 JUS24 J81X US24 JUS24 J81�X US JUS24 J81N US24 JUS24 J81X JUS24 E12 4IN JUS24 J8X D DO FILE J802 J864bbbbbb N N N N N N 12 JUS24 LO JUS24 S24 JUS24 866 J04A i566 J566k 15�6 J566 7-01-00 8-00-00 16-00-00 3-06-08 56 566 566 REVIEWED FOR CODE COMPLIANCE APPROVED FEB 04 2020 City of Tukwila BIId-DMIG DIVISION 0 0 6 0 6 0 9 0 0 N 0 0 0 0 6 0 0 0 m M 24-00 RECEIVED CITY OF TUKWILA AV 2 8 2119 PERMIT CENTER ** IMPORTANT ** Sheet Number 56-00-00 1 = INDICATES LEFT END 1 of 1 MITCHELL ENGINEERING INC. Ze.4zDI /.4AT A/A2J f P' 257/14 , p /.524 ,z&sFs Zt. 11 /5 '2=, 14 244 f2K Vois/An: 126 trici 44g, /bia. 7ilefruitA/ PROJECT SUBJECT .4, 821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 mitchellengineeringinc@comcast.net kEVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 4 2020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWi? A AUG 2 8 2019 PERMIT CENTER IY1 ()was /c.T5�W, SHEET NO. 4 / OF 22 P.2525/12F G7' JOB NO 0//-GJ✓l3 MITCHELL ENGINEERING INC. i _� �� . �~ Go2/ Fr./' , Ce,4 ,4/2 ^ 14i2}-7-k 4'7 40j /3 2 SA/5H/'c G' .i. 5; 6/44?-45'2 120 P /V/PI' 6,.J 4 /fir,6ialk /574.1k eafilit t-x- e I2id# ,Q - tsm 213 4r- /i-¢ /F- 32.. /j 1 I..ttr w 47‘.7% - I 44, leP Al2‘,‘ 3 - 3.2a, ,i- i, ,, 4_14, 2.-2 4- if4- - - 14 v,►1 4-0'.- 2334.0 /� - /2 f`-rr%-c.. r - 3�`, / � 4 `= 37 �/` — 4.3�• -�z -a Qc% � diV - Ar- e JidS 2 /57,‘ `= /43/ / - le4V--6 /51724.1-• lia 14- 2fr-,-4- 3 /577.),`=22/2¢'2 JOB'-'-4' 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 mitchellengineeringinc@comcast.net /54=la d,'41 akalg 14317412 1.0 = e_2,/ #_40 3/4_, 4/34 t %?a r4 2 :. 7#.-/ 3 -.-- 2&2* /2-r» 2J-- an-G•4 PREPARED BY Pk/ ' DATE Pi i 7 PROJECT SHEET NO 471 SUBJECT JOB NO 3 MITCHELL ENGINEERING INC. 41 PREPARED BY / DATE ///0/ 7477. PROJECT o t e tt4) •..21.1^^ -.Mum mmz• 42t -,- • wasia.... • .7.7-t4-, • " a 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 4FEAT .01.11v147 tin SUBJECT d2.525' JOB NO. E).c1r-4c.} a4,1 KtALL 61, SHEET NO. OF ev7,-co4 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 7/1 V v/ 6i►! 1v.2 7's'W W/41 tkg MITCHELL ENGINEERING INC. 7821 - 168th Ave. N.E Redmond, WA 9805: (425) 747-150( mitchellengineeri.nginc@comcast.ne BUILDING LINE BEYOND GARAGE SLAB 1=I I I TURN DOWN SLAB INTO CONT. FOOTING (2) #4 BARS CONTINUOUS FOOTING DRAIN THICKENED SLAB @ 0.H. DOOR CAD DETAILS\H. MITGHELL\B. Slab on Grade\I2. thk slob ® OH dr S inch FRAMING d FOUNDATION DIMENSION S EARSCHEL PER PLAN 4 FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN Z - FLASHING WOOD TRIM OPTIONAL 50" MAX. SLAB TO GRADE 6' MIN. WOOD TO SOIL A(I) #4 BAR CONT. MAX 6" ON TOP OF FND. WALL': /////sc:/ //////\�-.. I 1 a 11 TIGHTLINE.\\' STORM DRAIN! IF REQUIRED S" GLR. 4" DIA PERF. FOUNDATION DRAIN • • I I I' 2x STUDS PER PLAN MUDSILL 1 A. BOLTS PER FOUNDATION PLAN 4" GONG. SLAB OVER 4" GRANULAR FILL \#4 BAR VERTICAL @ I S" O.G. 2\, `4 HORIZONTAL. @ I S" D.G. 4" 4" 2) *4 BAR CONTINUOUS 4" HOOK 8" GARAGE FN . WALL CJ� creo�l SCALE : I" = 1'-0" GAD DETAILS\H. MITGHELL\B. Slab on Grade\5. S Inch garage fnd FRAMING $ FOUNDATION DIMENSION SHEAR WALL PER PLAN $ SCHEDULE FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN •'I6d@ 4" O.G. Z FLASHING WOOD TRIM OPTIONAL I6d TOE-NAI @ 6" O.G. ' 6" MIN, WOOD TO SOIL _‘‘ TIGHTLINE STORM DRAIN IF REQUIRED Xad <0— % .., 7, / 2- SL BITUMINOUS,, © -‘() '?6PIPOPFRA)-Frtr2 7s1 z TO FIN. GRADE 5" CLR. 4" DIA PERF. FOUNDATION DRAIN sIJ 49 Ftsso. MALL 01 2X STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN 5/4" T.$6. PLYWOOD SUBFLOOR GLUED $ NAILED LL / A. BOLTS FOUNDATION PLAN ) BAR CONT MAX. 6" BELOW TOP OF FND WALL 4 BAR VERTICAL @ IS" O.C. HORIZONTAL @ 15" O.G. 4" 6 MIL. BLACK V. B. (2) *t4 BAR CONTINUOUS I'W7-1-8OWq11=-7' -MIMY-1-53C,AALE : 1 = 11-0" CAP Detalls\H. MITCHELL\A. Crawl Space\14. 5 Inch fnd vvall FRAMING $ FOUNDATION DIMENSION SHEAR WALL PER PLAN $ SCHEDULE FINISH PER ELEVATION OVER 15 LB. BUILDING PAPER OVER SHEATHING PER PLAN 16d @ 4" O.G. Z - FLASHING WOOD TRIM OPTIONAL TOE -NAIL 6" 0.G. 6" MIN. 1140012 TO SOIL TIGHTL INE STORM DRAIN IF REQUIRED /4-zkLi <0=t \,\ - -JO BITUMINMS 0<< DAMPFROOF I NG/ — coun TOP OF FTG.N TO FIN. GRADE • 2X STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN — 5/4 " T. $ G. PLYWOOD SUBFLOOR GLUED $ NAILED N* UDSILL / A. BOLTS PER FOUNDATION PLAN (I) *4 BAR COW MAX. 6 " BELOW TOP OF FND NALL #4 BAR VERTICAL @ V 0.C. $ HORIZONTAL @ la" O.G. •• 411 • :" 0 ‘1 • 4 _.‘„% IS c. 4" PIA PERF. FOUNDATION DRAIN 4 5" FND. NALL 6 MIL BLACK V. B. (2) 4t4 BAR CONTINUOUS Cs) it) p=, 1-11 t2-_- _-1 4 1-1991=1"- '1TuSc.ALE. I " = CAD Details \H. MITCHELL\A. Cravg I Spcice\17. S Inch fnd 2X STUDS PER PLAN BATT INSULATION PER PLAN BATT INSULATION PER PLAN 5/4" T.4G. PLYWOOD SUBFLOOR GLUED 4 NAILED FLR. J5T5. PER PLAN MUDSILL / A. BOLTS PER FOUNDATION PLAN (I) 4±4 BAR GONT. z -t( MAX. 6" BELOW TOP X OF FM:, WALL #4 BAR VERTICAL @ E3" O.G. $ HORIZONTAL @ 18" O.G. IL. BLACK V. B. 5" CL • -1 Jr • .:,• ,• • - A .a • FRAMING 4 FOUNDATION DIMENSION INSTALL 1/2" 16c1 @ 4" O.G. ld TOE -NAILS " D.G. 4" CONC. SLAB OVER 4" GRANULAR FILL BITUMINOUS DAMPPROOFING TOP OF FT. TO TOP OF SLAB 2) I*4 BAR CONTINUOUS" 4" HOOK FNI". MALL @ eARA6E SCALE: 1" = 1'-0" CAD MITCHELL\A. Crawl Spoce\26. 8 Inch Pncl II cecircige-ists par MUDSILL / A. BOLTS PER FOUNDATION PLAN #4 BAR VERTICAL ® 18" 0 4 HORIZONTAL @ 18" O.G. - $7-/4L Nam 4" CONC. SLAB OVER 4" GRANULAR FILL d,.♦ <* (I) 4*4 BAR CONT. \MAX. 6" BELOW TOP \\f OF Fi7 WALL BITUMINOUS 4" HOOK DAM FPROOFING TOr OF FT.'. TO TOF OF SLAB 2) #4 BAR CONTINUOUS SCALE : I" = 1'-0" 8" FNL7. WALL @ GARAGE CAD DETAILS\H. MITCHELL\A. CrI Space\21. 5 Inch fried wall 0 garage SSHECAR 'MALL PER PLAN BATT INSULATION PER PLAN 3/4" T.. PLYWOOD SUBFLOOR GLUED $ NAILED LAP JOIST i FLR. JSTS. PER PLAN - Ibd @ 4" O.G. Sd ® 4" D.G. BEAM PER PLAN 2x4xI2" CLEAT w/ 2 Ibd NAILS INTO ILS INTO COLUMN POST PER PLAN MIL. BLACK V. B. EIIIIIi IIEIIIICII CONTINUOUS FOOTING /acTiQ__l 2) #4 BAR CONTINUOUS SCALE GAD DETAILS\H. MITGHELL\A. Crawl Spoce\41. continuous footing '3 MITCHELL ENGINEERING INC 7821 - 168th Ave. N.E. Redmond, WA 98052 (42,5)747-1500 /4 7821 - 168th Ave. N.E Redmond, WA 9805: (425) 747-150( 15 MITCHELL El\ GM EERING INC. 7821 - 168thAve. N. Redmond, WA 980. (425) 747-151 raitchellengineeringinc mcast.r /‘. MITCHELL ENGINEERING • 7821 - lath Ave. N. Redmond, WA 980: (425) 74715( mitchellengineeringinc comcast.n 7 MITCHELL ENGINEERING INC. 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 mitchellengineeringinc@comcastnet MITC L ENGI ERING NC. 7821 - 168th Ave. N.E. Redmond, WA 98052 (425)747-1500 1% MITCHELL ENGINEERING INC. 7821 - 168th Ave. N.E Redmond, WA 98052 (425) 747-150( mitchellengineeringinc@comcast.ne 15:,44a uoLz- A Li.. MITCHELL ENGINEERING INC. 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 mitchellengineeringinc@comcast.net 21 BATT INSULATION PER PLAN TRUSS PER PLAN— @ 24" O.G. (BIRD BLOCKING TO TOP PLATE) SIMPSON HI CLIP @ EACH TRUSS SHEAR WALL PER PLAN OR HEADER BATT INSULATION PER PLAN "7/16" PLYWOOD SHEATHING NAILED vq/ Sd NAILS @ 4" D.G. 4 SUPPORTED PANEL EDGES 'ROOFING MATERIAL PER ELEVATION OVER BUILDING PAPER 4 SHEATHING EXTEND 12" ABOVE INSULATION WITH I 1/2" CLEAR AIRSPACE VENTED 2X BLO.CKING _IN/ (3) 2" DIA HOLES PER 24" O.G. (BLOCKING TO TOUCH TOP PLATE) FASCIA BOARD PER PLAN 5" CONTINUOUS METAL. GUTTER ed NAILS @ 4" O.G. (SHTG TO BIRDBLOCKING) OVERHANG PER PLAN FINISH PER ELEVATION C.:Y/ER 15 LB.BUILDIN6 PAPER. OVER SHEATHING PER PLAN SCALE FLAT CEILING $ EAVE GAD DETAILS\H. MITCHELL\F. Roof\l. Flat ceiling = 11.0011 0 744.1& ill t'1,(, (¢a���✓�'3'i9�i 1044 0114 J/r Art���ti�l 1(441, er3,gk 444 460 (411.50L1440a A4r V'41 514" ' 4T WAhk. 4 r.)704L 4t7ii ati 25z5• PJ i 7.1�43 4c4VPI ri77/n4ItT gkoicki ()I/4 471 .,4111 11/114 0, 1(411,1 Litriii itpd. ilic, Ma• Air) ' „� .7-1Irac la.) 0 ti, Pfrii;1 i Al z51s• /oJ,d1.6043 2 VI TSE - Engineering Re: J1043081 Sang Tran 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: 112940759 thru 112940822 My license renewal date for the state of Washington is August 20, 2020. REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 4 2020 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA AUG 2 8 2019 PERMIT CENTER August 27,2019 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 ANSIITPI 1. DIcig• ()airs J 1043081 A01 )Common Girder 1 Truss Co, Sumner, WA h za0 -0-0 2-5-11 3-6-5 3-6-5 112940759 Job Reference (optional) 8 240 5 Jul 14 2019 MiTek industries, Inc. Mon Aug 26 15:04:38 2019 Page 1 ID:U?iG Wg9gjgM9p Ruw5sNhOVymTGO-JUsML9e3E8skG EGf saXaE33ENiW FppgjAw5zKKyjxed 8-5-11 12-0-0 14-0-0 { 2-5-11 3-6-5 2-0-0 2 5.00 '12 1.5x4 \\ 14 3 16 9 JUS24 3x4 = JUS24 4-4-3 4-4-3 4x4 = Special 4 17 Special 7-7-13 3-3-10 1.5x4 8 JUS24 18 3x4 = JUS24 12-0-0 4-4-3 3x6 = Scale = 1:25.7 Plate Offsets (X,Y)-- [2:0-10-13,0-2.1), j6:0-10-13,0.2-1L LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code I RC2015/TPI2014 CSI. TC 0.31 BC 0.21 WB 0.14 Matrix -MP DEFL. in (loc) 1/dell L/d Vert(LL) -0.05 8-9 >999 360 Vert(CT) -0.08 8-9 >999 240 Horz(CT) 0.02 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 55 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 OF SS WEBS 2x4 HF Stud REACTIONS. (Ib/size) 2=991/0-5-8 (min. 0-1-10), 6=990/0-5-8 (min. 0-1-10) Max Horz 2=40(LC 14) Max Uplift 2=-113(LC 10), 6=-114(LC 11) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown, TOP CHORD 2-14=-1769/179, 3-14=-1722/184, 3-4=-1681/181, 4-5=-1680/181, 5-15=-1720/184, 6-15=-1767/179 BOT CHORD 2-16=-161/1614, 9-16=-161/1614, 9.17=-146/1347, 8.17=-146/1347, 8-18=-122/1613, 6-18— 122/1613 WEBS 4-8=0/401, 4-9=0/407 Structural wood sheathing directly applied or 3-11-8 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=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) 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 23.0pst 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 113 Ib uplift at joint 2 and 114 Ib uplift at joint 6. 8) Use USP JUS24 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 3-10-8 oc max. starting at 2-0-12 from the left end to 9.11-4 to connect truss(es) J602 (1 ply 2x4 HF), J604 (1 ply 2x4 HF), J602 (1 ply 2x4 HF) to front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 625 Ib down and 235 Ib up at 6-0-0 on top chord, and 126 Ib down at 5-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others, 11) In the LOAD CASE(S) section, loads applied to the face o1 the truss are noted as front (F) or back (B), 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. GLARE rE eSpndard August 27,2019 WARNING - Vedy design perimeters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mli-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 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 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. theTRUSSCo. INC. J1043081 Truss Co, Sumner, WA • !A01 penmen Girder 112940759 Job Reference (optional) 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:04:38 2019 Page 2 ID:U?iGWg9gjgM9pRuw5sNhOVymTGt-JUsML9eaE8skGEGtsaXaE33ENIWFppgjAw5z (Kyjxed LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-7=-66, 2-6— 14 Concentrated Loads (lb) Vert: 8=-26(F) 4=-599(F) 9=-26(F) 16=-27(F) 17=-52(F) 18=-27(F) A WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MFTEK 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 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 D'Onofrio Drive, Madison, WI 53719. !Job ;Truss 1 russ 1 ype J1043081 'A02 !Common Truss Co, Sumner, WA 6-0-0 uty 2 rly Sang Tran Job Reference (optional) 112940760 8 240 s Jul 14 2019 MI Tek Industries, Inc. Mon Aug 26 15:04:39 2019 Page 1 I D: U?iG Wg9gjgM9p Ruw5sNhOVymTGO-ngPkYVfh? R_ btOrsQl2pm HcLx6n2YH nsParXsmyjxec 12-0-0 4x4 = 6-0-0 4x4 = 6-0-0 6-0-0 12-0-0 Scale = 1:20.4 4x4 = 6-0-0 6-0-0 Plate Offsets (X,Y)-- [1:0-3-6,EdgeJ, [3:0-3-6,Edgel LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.52 BC 0.56 WB 0.09 Matrix -MP DEFL. in (loc) I/deft Ud Vert(LL) -0.07 4-7 >999 360 Vert(CT) -0.11 4-7 >999 240 Horz(CT) 0.01 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 32 Ib FT = 20 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 1=480/0-5-8 (min. 0-1-8), 3=480/0-5-8 (min. 0-1-8) Max Horz 1=30(LC 10) Max Uplift 1=-37(LC 10), 3— 37(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-11=-753/42, 2-11=-669/48, 2-12= 669/48, 3-12=-753/42 BOT CHORD 1-4=-13/627, 3-4= 13/627 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-3-11 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- (7) 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 Ib uplift at joint 1 and 37 Ib uplift at joint 3. 7) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 27,2019 A 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 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 ANSIITPI1 Quality Cdteda, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Vob J1043081 Truss Co, Sumner, WA Truss A03 I I cuss I ype (Flat Girder Y1y ii 2 Sang Tran Job Reference (optional) 112940761 3x4 Special 4.0.9 4-0-9 4-0-9 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:04:40 2019 Page 1 ID: U?iG Wg9gjgM9pRuw5sNhOVymTGO-Fsz6mrgJml6RVYQ2_?Z2J U8 W_W7yHby?e Ea4 PDyj xeb 7-11-7 12-0-0 3-10-13 1,5x4 II 4x10 = 6 8x10 = THD26 3x6 II JL2101F-TZ THD26 7-11-7 4-0-9 11 MUS26 12-0-0 3x4 II 4-0-9 3-10-13 4-0-9 Scale = 1:24.8 Plate Offsets (X,Y)--[1:0-2-4,0-2-01,[3:0-2-8,0-1-81,[5:0-2-4,0-2-0],[6:0-4-12,0-1-8],(7:0-3-8,0-4-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. DEFL. in (loc) 1/defl L/d TC 0.50 Vert(LL) -0.06 6-7 >999 360 BC 0.51 Vert(CT) -0.08 6-7 >999 240 WB 0.67 Horz(CT) 0.01 5 n/a n/a Matrix -MP PLATES GRIP MT20 185/148 Weight: 139 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud *Except` W2,W4,W6: 2x4 HF No.2 REACTIONS. (Ib/size) 8=6805/0-5-8 (req. 0-5-10), 5=3579/0-5-8 (min. 0-2-15) Max Horz 8=-85(LC 6) Max Uplift 8=-899(LC 6), 5=-304(LC 7) FORCES. (Ib) - Max- Comp./Max. Ten. All forces 250 (Ib) or less except when shown. TOP CHORD 1.8=-3872/535, 1-2=-3697/363, 2-3=-3697/363 BOT CHORD 7.10=-334/3658, 6-10=-334/3658, 6-11=-334/3658, 5-11=-334/3658 WEBS 1-7=-481/4838, 2-7=-266/80, 3-6=-132/2773, 3-5=-4787/412 BRACING - TOP CHORD BOT CHORD 2-0-0 oc purlins (6-0-0 max.): 1-4, except end verticals. 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 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 2-7 2x4 - 1 row at 0-7-0 oc. 2) All bads 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 (8), unless otherwise indicated. 3) Wind; ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2pst; h=25f1; 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 loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 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) WARNING: Required bearing size at joint(s) 8 greater than input bearing size. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 899 Ib uplift at joint 8 and 304 Ib uplift at joint 5. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Use USP THD26 (With 18-16d nails into Girder & 12-10d x 1-1/2 nails into Truss) or equivalent spaced at 4-0-0 oc max. starting at 2-0-12 from the left end to 7-11-4 to connect truss(es) B02 (1 ply 2x4 HF), 804 (1 ply 2x4 HF), B05 (1 ply 2x4 HF) to back face of bottom chord, 13) Use USP JL2101F-TZ (With 11-16d HDG nails into Girder & 6-10d x 1-1/2 HDG nails into Truss) or equivalent at 4-0-12 from the left end to connect truss(es) B03 (1 ply 2x4 HF) to back face of bottom chord. Continued on page 2 August 27,2019 NtWG - Vat'itX design pawms8els and READ NOTES ON TNISAND INCLUDED MREX 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 pars mentors 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 Duality Criteria, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute, 583 D'Dnofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job (Truss :Truss Type J1043081 IA03 !Flat Girder Truss Co, oty 1 Ply Sang Tran 112940761 2 Job Reference (optional) Sumner, WA 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:04:40 2019 Page 2 ID:U?iGWg9gjgM9pRuw5sNhOVymTGO-Fsz6mrgJmI6 RVYQ2_?Z2JU8W_W7yHby?eEa4PDyjxeb NOTES- (17) 14) Use USP MUS26 (With 6-10d nails into Girder & 6-10d nails into Truss) or equivalent at 9-11-4 from the left end to connect truss(es) B06 (1 ply 2x4 HF) to back face of botiom 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) 708 Ib down and 216 Ib up at 0-1-12 on top chord, and 2420 Ib down and 306 Ib up at 0-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 17) 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=-66, 5-8= 14 Concentrated Loads (Ib) Vert: 8=-2420(B) 7= 1371(B) 1=-636 6=-1454(B) 9=-1242(B) 10=-1401(B) 11=-925(B) A WARNING - Verify 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 ANSIITP11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. J1043081 B01 riy bang iran Job Reference (optional) 112940762 ypc ROOF SPECIAL GIRDER Truss Co, Sumner, WA -2-0-0 2-0-0 4-1-12 4,1 -12 5.00 12 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15104:42 2019 Page 1 ID:U?iGWg9gjqM9pRuw5sNhOVyrrTGO-BF51BWiZHMM9kraFt5MW0vDoKJnnIRt15Y3BT5yjxeZ 15-4-3 19-5-12 23-9-0 4-113 4-1-8 4-3-4 7-4-4 3,2-8 7-10-15 11-2-11 0,6.1 1 3-3-12 5x14 MT18HS = 3x4 28 29 30 31 15 14 13 JUS24 JUS24 2x4 I( JUS24 3x4 JUS24 100 = JUS24 4-1-12 7-4-4 11-2-11 15-4-3 4-1-12 3-2-8 3-10-7 4-1-8 4x8 33 2 2x4 I JUS24 11 6x6 = JUS24 1 .5x4 I 34 10 600 = JUS24 35 JUS24 19-5-12 23-9-0 4-1-8 4-3-4 Scale 1:43.9 6x6 =- 5x6 1 Plate Offsets (X,Y)-- [2:0-3-1,0-2-8],14:0-8-8,0-1-81, [6:0-1-8,0-1-8], [8:0-2-0,0-2-4], [9:Edge,0-3-8], [10:0-2-8,0-2-41 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 ECU_ 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 0.76 BC 0.62 WB 0.96 Matrix-MSH DEFL. in (loc) 1/dell Vert(LL) -0.25 13 >999 Vert(CT) -0.37 13 >764 Horz(CT) 0.07 9 n/a Lid 360 240 n/a PLATES GRIP MT20 185/148 MT18HS 185/148 Weight: 127 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except" T2: 2x4 DF No.18.Bir BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud *Except* W6,W8,W10: 2x4 HF No.2 REACTIONS. (lb/size) 9=2415/Mechanical, 2=2179/0-5-8 (min. 0-4-2) Max Horz 2.101(LC 40) Max Uplitt 9=-299(LC 7), 2=-254(LC 10) Max Grav 9=2426(LC 26), 2=2514(LC 26) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-5169/550, 3-4=-4915/624, 4-18=-5101/674, 18-19=-5101/674, 5-19=-5101/674, 5-20=-5101/674, 20-21=-5101/674, 21-22=-5101/674, 6-22=-5101/674, 6-23=-2939/390, 23-24=-2939/390, 7-24=-2939/390, 7-25=-2939/390, 25-26=-2939/390, 8-26=-2939/390, 8-9=-2312/318 BOT CHORD 2-27=-517/4729, 15-27=-517/4729, 15-28=-517/4729, 14-28=-517/4729, 14-29=-572/4511, 29-30=-572/4511, 13-30=-572/4511, 13-31=-595/4624, 31-32=-595/4624, 12-32=-595/4624, 12-33=-595/4624, 11-33=-595/4624, 10-11=-595/4624 WEBS 3-15=0/252, 3-14=-409/166, 4-14=0/450, 4-13=-118/922, 5-13=-732/205, 6-13=-73/588, 6-12=0/346, 6-10=-2078/276, 7-10=-725/211, 8-10=-447/3561 Structural wood sheathing directly applied or 2-1-3 oc purlins, except end verticals, and 2-0-0 oc purlins (2-7-4 max.): 4-8. 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- (17) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=2511; 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 pending. 6) All plates are MT20 plates unless otherwise indicated. 7) The Fabrication Tolerance at joint 4 = 16% 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 299 Ib uplift at joint 9 and 254 Ib uplift at joint 2. dg,,),,pupppwijog representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-747.7 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. Additionat 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 ANSUTPI1 Quality Critena, OSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. August 27,2019 Job J1043081 Truss Co, I truss I rues type i 801 ROOF SPECIAL GIRDER uty rry Sang i ran Job Reference (optional) 112940762 Skinner, WA 8 240 $ Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:04:42 2019 Page 2 ID:U?iGWg9gjgM9pRuw5sNhOVymTGO-BF5tBWIZHMM9kraR5QbWOvDoKJnnIRtt5Y3BT5yjxeZ NOTES- (17) 13) Use USP JUS24 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 21-11-4 to connect truss(es) J802 (1 ply 2x4 DF), J804 (1 ply 2x4 DF), J806 (1 ply 2x4 DF), J808 (1 ply 2x4 HF), J810 (1 ply 2x4 DF), J812 (1 ply 2x4 HF), J814 (1 ply 2x4 HF), J815 (1 ply 2x4 HF), J814 (1 ply 2x4 HF), J812 (1 ply 2x4 HF), J810 (1 ply 2x4 DF) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 616 Ib down and 249 Ib up at 7-11-10, 283 Ib down and 106 Ib up at 10-0-12, 277 Ib down and 110 Ib up at 12-0-12, 242 Ib down and 110 Ib up at 14-0-12, 228 Ib down and 110 Ib up at 16-0-0, 242 Ib down and 110 Ib up at 17-11-4, and 277 Ib down and 110 Ib up at 19-11-4, and 283 Ib down and 106 Ib up at 21.11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others, 16) In the LOAD CASE(S) section, Toads applied to the face of the truss are noted as front (F) or back (B). 17) 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=-66, 4-8=-66, 2-9=-14 Concentrated Loads (Ib) Vert; 11--68(F) 15=-40(F) 18=-544 19=-217 20=-207 22=-172 23=-158 24=-172 25=-207 26=-217 27— 41(F) 28=-40(F) 29=-63(F) 30=-78(F) 31=-68(F) 32=-68(F) 33=-68(F) 34=-68(F) 35=-78(F) A WARNING - Ve 9' deslpr pemmerers and READ NOTES ON THIS AND INCLUDED M/TEX 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/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onolrio Drive, Madison, WI 53719. 'Job 1 russ B02 truss type ICalifornia uay rly 1 sang Iran Job Reference (optional) 112940763 IJ1043081 Truss Co, S4mner, WA 4-11.6 2-0-0 4-11•6 3x8 9A-4 9-,10- 4-4-14 9-4-4 4x6 w- 8.240 s Jul 14 2019 MiTel, Industries, Inc. Mon Aug 26 15:04:44 2019 Page 1 ID: U?iG W g9gjgM9pRuw5sNhOVymTGO-8dDdbCdap_ct_9kpDre_TKJ5? 7SKDSfbZrYHY_yjxeX 23-9-0 16-0-0 22.1-1 2�-6•p __ y 6-1-1 6.1.1 0-0.16 1-3-0 Scale = 1:44,0 16-0-0 3x4 = 23-9-0 3x4 II 4x8 = 7 8 4x4 9-4-4 6-7-12 7-9-0 Plate Offsets (X,Y)--[2:0-8-8,0-0-10],[4:0.2-0,0-2.0],[6:0-4-0,0-1-4],[8:0-1.12,0-1-12],[10:0-1-12,0-2-0] LOADING (psi) TCLL 25,0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. DEFL. in (loc) 1/dell Ltd TC 0.94 Vert(LL) -0.17 11-14 >999 360 BC 0.68 Vert(CT) -0,32 11-14 >891 240 WB 0.49 Horz(CT) 0,06 8 n/a n/a Matrix-MSH PLATES GRIP MT20 185/148 Weight: 100 Ib FT = 20 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except' W3,W5: 2x4 HF No-2 REACTIONS. (Ib/size) 2=1192/0-5-8 (min. 0-2-10), 8=1173/Mechanical Max Horz 2=117(LC 9) Max Uplift 2— 164(LC 10), 8=-167(LC 10) Max Gray 2=1583(LC 29), 8=1256(LC 29) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-10 oc purtins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 2.15=-2757/301, 3-15=-2677/315, 3-4=-2143/257, 4-16=-1886/257, 16-17=-1887/257, 17-18=-1888/257, 18-19=-1889/257, 5-19=-1889/257, 5.20=-1777/264, 20-21=-1769/264, 6-21=-1765/264 BOT CHORD 2-11=-302/2475, 10-11=-235/1768, 9-10=-82/414, 8-9=-82/414 WEBS 3-11=-641/132, 4-11=0/305, 5-11=-189/276, 5-10= 790/174, 6-10=-206/1629, 6.8=-1295/220 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=4.8psi; BCDL=4.2pst; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 tor this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 limes 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 164 Ib uplift at joint 2 and 167 Ib uplift at joint 8. 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) 148 Ib down and 67 Ib up at 9-11-10, 117 Ib down and 47 Ib up at 12-0-12, 127 Ib down and 49 Ib up at 14-0-12, 102 Ib down and 49 Ib up at 16-0-0, 127 Ib down and 49 Ib up at 17-11-4, and 117 Ib down and 47 Ib up at 19-11-4, and 148 Ib down and 67 Ib up at 22-3-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. C1 tCIArrberp51a[luiven in feet -inches -sixteenths (FFIISS) format. A WARNING - Verrfy daalm peranw,ters 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 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 o1 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, August 27,2019 theTRUSSco. INC, !Job J1043081 Truss B02 Truss Type (California 1 Uty Ply 1 1 Sang Tran Job Reference (optional) 112940763 Truss Co, ,Sumner, WA 8 240 s Jul 14 2019 Milek Industries, Inc. Mon Aug 26 15:04:44 2019 Page 2 ID: U?iG Wg9gjgM9pRuw5sNhOVymTGO.8d DdbCjgp_ct_9kpDre_TKJ5?7SKDSfbZrYHY_yjxeX LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4= 66, 4-6=-66, 6-7=-66, 8-12=-14 Concentrated Loads (lb) Vert: 6=-49 5= 32 16=-49 17=-51 18=-57 20=-57 21 r 51 A WARNING - Vedy design parameters end READ NOTES ON TH/SAND INCLUDED M/7EKREFERENCE PAGE MI1-7473 BEFORE USE. Design valid for use only with MiTen 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 budding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSITTP11 Quality Cdteda, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719- russ 112940764 i ilJob ,J1043081 Truss CO, A g Sumner, WA 2-0-0 803 5-11-6 5-11-6 iruss 1 ype uty riy sang Iran California 1 11-4-4 5-4-14 5-11-6 11-4-4 5-11-6 5-4-14 11_0015 16-0-0 1 Job Reference (optional) 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:04:45 2019 Page 1 ID:U?iGWg9gjqM9pRuw5sNhOVymTGO-cqn?pYkSaHkkbJ10mY9D0YrLCXocryokInVIr4QyjxeW 20-1-1 20-7-12 23-9-0 016-11 4-1-1 4,1-1 0-6-11 3-1-4 4x6 3x4 11 20-7-12 9-3-8 4x5 23-9-0 3-1-4 Scale 1:43.7 Plate Offsets (X,Y)-- [2:0-8-4,0-0-6], [4:0-2-4,0-2-0], [5:0-1-8,0-1-8], [6:0-2-4,0-2-0], :0-1-12,0-1-8], [9:0-1- 2,0-2-0], [11:0-2-8,0-1-8 LOADING (psf) TCLL 25,0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.59 BC 0.66 WB 0.95 Matrix-MSH DEFL. in (loc) 1/dell Ud Vert(LL) -0.18 9-11 >999 360 Vert(CT) -0.33 9-11 >864 240 Horz(CT) 0.07 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 104 lb FT .20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-15 oc purlins, except end verticals, and 2-0-0 oc purlins (4-0-1 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 8-9. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1201/0-5-8 (min. 0-2-11), 8=1189/Mechanical Max Herz 2=114(LC 47) Max Uplift 2=-155(LC 10), 8=-132(LC 10) Max Grav 2=1646(LC 29), 8=1385(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 2-16=-2869/259, 3-16=-2671/269, 3-4=-2019/222, 4-17=-1746/224, 17-18=-1748/224, 5-18=-1749/224, 5-19=-782/111, 19-20=-781/111, 6-20=-779/110, 6-7=-901/114, 7-8=-1389/127 BOT CHORD 2-12=-266/2557, 11-12=-266/2557, 10-11=-181/1514, 9-10=-181/1514 WEBS 3-11=-892/130, 4-11=0/256, 5-11=-40/356, 5-9=-1046/167, 7-9=-102/1202 NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=2511; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable 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 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 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 nonconcurrenl 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 155 Ib uplift at joint 2 and 132 Ib uplift at joint 8. 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) 195 Ib down and 67 Ib up at 11-11-10, 122 Ib down and 47 Ib up at 14-0-12, 134 Ib down and 49 Ib up at 16-0-0, and 122 Ib down and 47 Ib up at 17-11-4, and 195 Ib down and 67 Ib up at 20-0-6 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. ifisxbu mope& n da r d WARNING VerlY design parameters end READ NOTES ON THIS AND INCLUDED MITEK 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 ol component is responsibility of building designer not truss designer. Bracing shown is for lateial support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity ol 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 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. August 27,2019 theTRUSSco. INC. JUL, J1043081 Truss Co, Sumner, WA r ws5 B03 irus5 Type uay riy Sang Iran 112940764 !California 1 1 Job Reference (optional) 8 240 5 Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:04:45 2019 Page 2 ID:U?iG Wg9gjgM9pRuw5sNhOVymTGO-cqn?pYkSaHkkbJ10mY9DoYrLCXooyoklnVIr4QyjxeW LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-6=-66, 6-7=-66, 8-13=-14 Concentrated Loads (lb) Vert: 5=-64 17=-96 18=-56 19=-56 20=-96 A WARNING - Verlly design parameters and READ NOTES ON THIS AND INCLUDED MOTEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design i5 based only upon parameters shown, and is for an individual building component. 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 resp0nsibitiity 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'Qnofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job .Truss !Truss Type J1043081 e04 California Qty Ply Sang Tran ob Reference o.tional) 112940765 Truss Co, Sumner, WA -2-0-0 2-0-0 HI 3x8 = 6-11-6 6-11-6 5.00 ;12 4x4 3 1.5x4 11 8 240 s Jul 14 2019 MITek Industries, Inc. Mon Aug 26 15:04:47 2019 Page 1 ID:U?iGWg9gjgM9pRuw5sNhOVymTGO-YCumEEli6v_SrdSOuzBh5zxcpKR7Qjv1 Fpny8JyjxeU 13-4-4 13110-15 18-1-1 181-7-12 23-9-0 6-4-14 0-6-11 4-2-2 0-6-11 5-1-4 4x8 = 16 zx6 11 10 9 8 3e6 = 4x8 = 4x4 = 6-11-6 13-4-4 6-11-6 6-4-14 18-7-12 5-3-8 23-9-0 5-1-4 Scale = 1:44.5 3x4 II a o_ Plate Offsets (X,Y)--[2:0-8-4,0-0-6], [4:0-4-0,0-1-4], [5:0-2-4,0-2-0], [6:0-2-0,0-1-8], [8:0-2-0,0-2-0], [10:0-1-12,0-2-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. DEFL. in (loc) I/defl L/d TC 0.91 Vert(LL) -0.17 11-14 >999 360 BC 0.80 Vert(CT) -0.25 11-14 >999 240 WB 0.78 Horz(CT) 0.07 7 n/a n/a Matrix-MSH PLATES GRIP MT20 185/148 Weight: 103 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-0-6 max.): 4-5. WEBS 2x4 HF Stud 'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W4: 2x4 HF No.2 WEBS 1 Row at midpt 3-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatiouide. REACTIONS. (lb/size) 2=1158/0-5-8 (min. 0-2-11), 7=1100/Mechanical Max Horz 2=113(LC 9) Max Uplift 2=-142(LC 10), 7=-99(LC 11) Max Gray 2=1624(LC 29), 7=1415(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2861/231, 3-16=-1784/161, 4-16=-1635/183, 4-17=-1016/133, 17-18=-1015/133, 18-19=-1014/133, 19-20=-1014/133, 5-20=-1013/133, 5-21=-1087/135, 6.21=-1199/125, 6-7=-1380/116 BOT CHORD 2-11=-235/2538, 10-11=-235/2538, 9-10=-113/1493, 8-9� 113/1493 WEBS 3-10=-1117/147, 4-10=-11/542, 4-8=-716/89, 6-8=-94/1203 NOTES- (12) 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) 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 142 Ib uplift at joint 2 and 99 Ib uplift at joint 7. 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) 188 Ib down and 65 Ib up at 13-11-10, and 125 Ib down and 46 Ib up at 16-0-0, and 188 Ib down and 65 Ib up at 18-0-6 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. LmagriPsestandard A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/I•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/Ton quality Criteria, DSB-89 and 8CSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. August 27,2019 !Job 'Truss Truss Type 1J 1043081 B04 !California Qty Ply Sang Tran 112940765 Job Reference (optional) Truss Co, Sumner, WA 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:04:47 2019 Page 2 ID:U?iGWg9gjgM9pRuw5sNhOVymTGO-YCumEEli6v_SrdSOuzBh5zxcpKR7Qjv1 Fpny8JyjxeU 1 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-5=-66, 5-6=-66, 7-12=-14 Concentrated Loads (lb) Vert: 17=-89 18=-60 20=-89 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 budding 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPI1 Quality Criteda, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ,Job J1043081 Truss Co, `Sumner, WA (Truss 805 Truss Type ;California Qty Ply Sang Tran 112940766 1 1 Job Reference (optional) 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:04:48 2019 Page 1 ID:U? iG Wg9gjgM9pRuw5sNhOVymTGO-0 PS8RamKtC6JSn 1 aShiweATmhkm79FI BTT W VhlyjxeT 16-2-9 r[1 0]1 -2-0-0 2-0-0 7-10-10 7-10-10 3x8 5.00 12 4x4 11 1.5x4 11 15-2-12 115-9-T 16-9-4 7-4-2 0,6-1 0-8-1( 0-5-2 4x8 = 4x6 = 10 9 8 3x6 = 4x4 = 4x8 = 7-10-10 15-2-12 16-9-4 f— 7-10-10 ( 7-4-2 1-6-8 1- 23-9-0 6-11-12 6x6 - 3x4 1 23-9-0 6.11.12 Scale: 1/4°,1' Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 [2:0-3-10,Edge], [4:0-4-8,0-1-4], [5:0-1-12,0-2-0], [6:0-3-0,0-1-12], [8:0-2-0,0-2-0], [10:0-1-12,0-1-12] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CS!. TC 0.96 BC 0.88 WB 0.45 Matrix-MSH DEFL. in (loc) 1/defl Vert(LL) -0.21 11-14 >999 Vert(CT) -0.31 11-14 >929 Horz(CT) 0.07 7 n/a Ud 360 240 n/a PLATES GRIP MT20 185/148 Weight: 113 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 DF No.1 &Btr *Except* T2: 2x4 HF No.2 2x4 HF No.2 2x4 HF Stud `Except* W2,W6: 2x4 HF No.2 REACTIONS. (lb/size) 2=1134/0-5-8 (min. 0-2-9), 7=1047/Mechanical Max Horz 2=110(LC 47) Max Uplift 2=-133(LC 10), 7= 78(LC 10) Max Gray 2=1571(LC 29), 7=1468(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=-2855/204, 3-15=-1560/127, 15-16= 1378/130, 4-16=-1332/143, 4-17=-1177/136, 5-17=-1190/139, 5-6=-1407/138, 6-7=-1421/105 BOT CHORD 2-11= 215/2522, 10-11=-215/2522, 9-10=-70/1238, 8-9=-70/1238 WEBS 3-11=0/280, 3-10=-1371/167, 4-10=-32/597, 4-8=-448/93, 5-8=-301/123, 6-8=-78/1247 Structural wood sheathing directly applied or 1-7-8 oc purlins, except end verticals, and 2-0-0 oc purlins (4-4-1 max.): 4-5. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-10 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=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) 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 133 Ib uplift at joint 2 and 78 Ib uplift at joint 7. 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) 115 Ib down and 43 Ib up at 15-10-2, and 111 Ib down and 41 Ib up at 16-1-14 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. GLARig§rEKeSpndard August 27,2019 A WARNING - Vedry design parameters and READ NOTES ON 77-1/SAND INCLUDED MITER 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onafrio Drive, Madison, WI 53719. theTRUSSco. )rrC. JOD .11043081 Truss Co, Sumner, WA I MSS '805 !California I russ 1 ype jUlY rly Sang Tian 112940766 Job Reference (olional) B 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:04:48 2019 Page 2 ID:U?iGWg9gjgM9pRuw5sNhOVymTGO-0PS8RamKtC6JSn 1 aShiweATmhkm79FIBTTWVhlyjxeT LOAD FASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4= 66, 4-5=-66, 5-6=-66, 7-12=-14 Concentrated Loads (lb) Vert: 4=-80 17=-80 WARNING - Vet* design parameters end 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 responsibieity 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'Onotrio Drive, Madison, WI 53719. theTRUSSco. INC. Job J1043081 Truss Co, Sumner, WA it fl1SS B06 truss type Common I�ty I riy Sang Iran Job Reference (optional) 112940767 0 ( -2-0-0 2-0-0 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:04:49 2019 Page 1 ID:U?iG Wg9gjgM9pRuw5sNhOVymTGO-Ub0WfvnyeW EA4wcn?0E9A00xR89wukTKi7G2DByjxeS 8-3-14 16-0-0 I 23-9-0 8-3-14 5.00 12 8-3-14 16-0-0 13 4x6 = 7-9-0 23-9-0 14 Scale = 1:46.4 7x8 Z 5 6 3x4 I 8-3-14 7-8-2 7-9-0 Plate Offsets (X,Y)--[2:0-0-10,0-0-0],[4:0-3-0,0-2-8],[5:0-3-0,0-1-1 2] LOADING (psf) TCLL 25.0 (Root Snow=25,0) TCDL 8.0 BCL.L 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 0.96 BC 0.65 WB 0.33 Matrix-MSH DEFL. in (loc) I/dell Vert(LL) -0.14 9-12 >999 Vert(CT) -0.28 9-12 >999 Horz(CT) 0.04 6 n/a Ud 360 240 n/a PLATES GRIP MT20 185/148 Weight: 96 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 *Except' T2: 2x4 DF No,1&Btr 2x4 HF No.2 2x4 HF Stud 'Except' W2,W4: 2x4 HF No.2 REACTIONS. (lb/size) 2=1082/0-5-8 (min. 0-1-12), 6=939/Mechanical Max Horz 2=111(LC 9) Max Uplift 2=-117(LC 10), 6=-48(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1787/162, 3-13= 929/83, 4-13=-803/95, 4-14=-821/110, 5-14=-915/89, 5-6=-888/76 BOT CHORD 2-9=-175/1572, 8-9=-175/1572 WEBS 3-9=0/285, 3-8=-918/173, 4-8=0/292, 5-8=-45/779 BRACING - TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-8 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; VuIt=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 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 with any other live loads, 6) ' This truss has been designed for a live load of 23.0pst 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 117 Ib uplift at joint 2 and 48 Ib uplift at joint 6. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 27,2019 WARNING - Verily design peramefers end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 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 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 ANSIRPII 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 Truss Truss Type California city Ply Sang Tran 112940766 1.11043081 Truss Co, Sumner, WA -2-0-0 2-0-0 3x10 = B07 7-1010 7-10-10 13 1.5x4 I Job Reference (optional) 8.240s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 1504:50 2019 Page I ID:U?iGWg9gjqM9pRuw5sNhOVymTGO-ynausEobPqMli4BzZ610jbZBcYUKdAtUxn?cleyjxeR 16-9-4 16-2-9 15-2-12 15-9-7 24-1-6 7-4-2 04-11 7-4.2 7-10-10 15-2-12 7-10-10 7-4-2 0-5-2 0-6-11 4x10 = 4x8 12 11 4x4 = 4x8 = 16-9-4 i-6-6 10 3x12 MT2OHS = 24-1-6 7-4-2 4x4 9 1.54 I 32-0-0 7-10-10 32-0-0 7-10-10 4x6 = 34,0-0 = 1:59.6 Plate Offsets (X,Y) 2:0- 0-4,0-0-10], [4:0-5-0,0-1-4], [5:0-3-4,0-2-01, [11:0-2-0,0-2-0], LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress !nor YES Code IRC2015/TPI2014 CSI. TC 0.68 BC 0.77 WB 0.45 Matrix-MSH 12:0-1-12,0-1-12] DEFL. in (loc) Vdefl Vert(LL) -0,25 12 >999 Vert(CT) -0.35 12-13 >999 Horz(CT) 0.14 7 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 MT2OHS 165/146 Weight: 144 lb FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 DF 2400F 2.0E *Except* T2: 2x4 HF No.2 2x4 DF No.l&Btr 2x4 HF Stud *Except* W2,W6: 2x4 HF No.2 REACTIONS. (Ib/size) 2=1453/0-5-8 (min. 0-3-6), 7=1451/0-5-8 (min. 0-3-6) Max Horz 2=88(LC 14) Max Uplitt 2=-138(LC 10), 7=-137(LC 11) Max Grav 2=2052(LC 29), 7=2049(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 2-20=-4086/216, 3-20=-3785/218, 3-21=-2806/132, 4-21=-2625/158, 4-5=-2454/174, 5-22=-2782/157, 6-22=-2811/130, 6-23=-3800/215, 7-23=-4071/200 BOT CHORD 2-13=-211/3655, 12-13=-211/3655, 11-12=-58/2389, 10-11=-120/3639, 9-10=-120/3639, 7-9=-120/3639 WEBS 3-13=0/278, 3-12=-1352/167, 4-12=-29/604, 4-11=-164/438, 5-11-39/429, 6-11=-1322/162, 6-9=0/277 Structural wood sheathing directly applied or 3-3-5 oc purlins, except 2-0-0 oc purlins (2-11-12 max.): 4-5. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpl 3-12, 6-11 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=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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at joint 2 and 137 Ib uplift at joint 7. 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) 115 Ib down and 43 Ib up at 15-10-2 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. i_cabuagriffeSiandard August 27,201 WARNING -V andf2E4D NOTES ON 17119 ANO INC.LUDEDK 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 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 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'Onolrio Drive, Madison, WI 53719. theTRUSSco. INC, Job J1043081 !Truss !Truss Type 807 IlCalifornia t I Qty 'Ply 1 j 1 Sang Tran 112940768 Job Reference (optional) Truss Co, Sumner, WA 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:04:50 2019 Page 2 I D: U?iG Wg9gjgM9pRuw5sNhOVymTGO-ynaus Fob PqM 1 i4BzZ61OjbZBcYUKdAtUxn?cleyjxeR LOAD t;ASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-5=-66, 5-8=-66, 14-17=-14 Concentrated Loads (lb) Vert: 4=-80 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-74T3 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 ANSIITPI1 Qualify Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrin Drive, Madison, WI 53719. Job J1043081 russ B08 !Iruss lype California Lity rly Sang I ran Job Reference (optional) 112940769 ! Truss Co, Sumner, WA --2-0-0 I 2-0-0 3x10 = Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 " BCDL 7.0 6-1 1-6 6-11-6 13 1.5x4 II 8 240 s Jul 14 2019 MITek Industries, Inc. Mon Aug 26 15:04:52 2019 Page 1 ID:U?iGWg9gjqM9pRuw5sNhOVymTGO-vAifEixprxRckitOLMhWnso0eVqL7E55Im05UjqWyjxeP 18-1-1 18:7-12 13-4-413.10115 34-0-0 25 0-10 63_21-01 :06 4-2-2 0-6-0 2-0-0 6-4-14 0-641 6-4-14 4x10 12 4x4 4x6 25 11 10 3x12 MT2OHS = 3x10 6-11-6 13-4-4 18-7-12 ' 6-11-6 6-4-14 5-3-8 [2:0-10-4,0-0-10], [4:0-5-0,0-1-4], [5:0-3-4,0-2-0], [7:0-10-4,0-0-10], [11:0-3-0,0-1-8], [12:0-1- 2,0-2-0] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.82 BC 0.93 WB 0.36 Matrix-MSH DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) -0.30 12 -0.41 12-13 0.18 7 1/dell >999 >933 n/a 4x4 26 9 1.5x4 25-0-10 32-0-0 3x10 6-4-14 6-11-6 Ud 360 240 n/a Scale 1:59.6 PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 133 Ib FT = 205/0 8 24, LUMBER - TOP CHORD BOT CHORD WEBS 2x4 DF No.18,13tr *Except* T2: 2x4 HF No.2 2x4 HF No.2 2x4 HF Stud *Except* W4: 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD WEBS Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-2-9 max.): 4-5. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 3-12, 6-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide. REACTIONS. (lb/size) 2=1489/0-5-8 (min. 0-3-6), 7=1478/0-5-8 (min. 0-3-6) Max Horz 2=-76(LC 11) Max Uplift 2=-147(LC 10), 7=-147(LC 11) Max Grav 2=2067(LC 29), 7=2064(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-21=-3986/231, 3-21=-3750/244, 3-22=-2947/185, 4-22=-2767/195, 4-23=-2508/202, 23-24=-2508/202, 5-24=-2506/202, 5-25=-2695/194, 6-25=-2866/184, 6-26=-3696/243, 7-26=-3932/230 BOT CHORD 2-13=-229/3577, 12-13=-229/3577, 11-12=-107/2576, 10-11=-152/3525, 9-10=-152/3525, 7-9=-152/3525 WEBS 3-12=-1070/147, 4-12=-13/524, 4-11=-328/104, 5-11=-10/623, 6-11=-1119/144 NOTES- (12) 1) Wind: ASCE 7-10; Vul1=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psl; 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 Ib uplift at joint 2 and 147 Ib uplift at joint 7. 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) 188 Ib down and 65 Ib up at 13-11-10, and 120 lb down and 46 lb up et 16-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. dE.AtAlliglywr3ARgiven in feet -inches -sixteenths (FFIISS) format. August 27,2019 - Veffid owarwewn and R D INCLUDED MITER R R PA I-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 for lateral suppon of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity oldie 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. theTRUSSco INC. Job Truss !Truss Type Qty Ply Sang Tran J 104308 t B08iCalifornia 1 Truss Co, Sumner, WA 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:04:52 2019 Page 2 I D: U7iG Wg9gjgM9pRuw5sNhOVymTGO-vAi1HxprxRckxOLMh WnsoOeVgL7 E551mO5Ujq WyjxeP Job Reference (optional) 112940769 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-5=-66, 5-8=-66, 14-17=-14 Concentrated Loads (lb) Vert: 23=-89 24=-55 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 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 ANSIFTPI1 Quality Criteria, DSB•89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type J1043081 809 iCalifornia Truss CO, Sumner, WA Oty Ply Sang Tran 112940770 Job Reference (optional) 8 240 s Jul 14 2019 MiTels Industries, Inc. Mon Aug 26 15:04;54 2019 Page 1 ID:U?iGWg9gjqM9pRuw5sNhOVymTGO-rlpFidr5T2tSBiVkoxpKtRjr59pxZxv3sPzpuPyixeN I -2-0-0 5-11-6 11-4-4 11-10L41.5 16-0-0 20-1-1 2 7-12 26-0-10 32-0-0 , 34-0-0 -I 2-0-0 5-11-6 5-4-14 4-1-1 4-1-1 5-4-14 5-11-6 2-0-0 3x10 = 4x8 3x4 = 4x8 304 12 14 13 11 10 1.5x4 '1 5-11-6 5-11-6 5-4-14 3x8 4x8 = 3x8 = 1.5x4 II 20-7-12 26-0-10 32-0-0 9-3-8 5-4-14 5-11-6 25 3x10 = Scale 1:59.6 Plate Offsets (X,Y)-- [2:0-10-8,0-0-14], [4:0-2-12,0-2-0], [6:0-2-12,0-2-0], [8:0-10-8,0- 14], [11:0-2-0,0-1- [13:0-2-8,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.78 BC 0.85 WB 0.64 Matrix-MSH DEFL. in (loc) 1/dell Ud Vert(LL) -0.34 11-13 >999 360 Vert(CT) -0.58 11-13 >660 240 Horz(CT) 0.18 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 127 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (2-11-12 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation q_uide. REACTIONS. (Ib/size) 2=1551/0-5-8 (min. 0-3-7), 8=1526/0-5-8 (min. 0-3-6) Max Horz 2=67(LC 14) Max Uplift 2=-171(LC 10), 8=-165(LC 11) Max Grav 2=2078(LC 29), 8=2044(LC 29) FORCES. (lb) • Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-21=-3964/291, 3-21=-3862/309, 3-4=-3133/262, 4-22=-2776/261, 22-23=-2778/261, 5-23=-2779/262, 5-24=-2696/248, 6-24=-2694/248, 6-7=-3044/248, 7-25=-3779/296, 8-25=-3880/278 BOT CHORD 2-14=-286/3565, 13-14=-286/3565, 12-13=-195/2967, 11-12=-195/2967, 10-11=-208/3488, 8-10=-208/3488 WEBS 3-13=-868/131, 4-13=-8/677, 5-13=-435/101, 5-11=-581/136, 6-11=-34/766, 7-11=-875/130 NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCOL=4.2psf; h=2511; 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 8; 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 23.0psi on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 171 lb uplift at joint 2 and 165 lb uplift at joint 8. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 195 Ib down and 67 Ib up at 11-11-10, 117 lb down and 47 Ib up at 14-0-12, and 126 lb down and 49 Ib up at 16-0-0, and 117 lb down and 47 Ib up at 17-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. Tanumesiandard August 27,2019 Ver16, desk'', parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 4111-747.7 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameter's 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 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 ANSVTPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 58.3 D'Onolrio Drive, Madison, WI 53719. theTRUSSco. INC, !Job J1043081 ITruss 1 russ I ype 1809 California lutY Sang Iran Job Reference tional Truss Co, Strmner, WA 8.240 s Jul 14 2019 MIT& Industries, Inc. Mon Aug 26 15.0454 2019 Page 2 10:U?iGWg9giqM9pRuw5sNhOVymTGO-rZpridr5T2158iVkoxpKtRjr59px7xv3sPzpuPyjxeN 112940770 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase,-1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-6=-66, 6-9=-66, 15-18=-14 Concentrated Loads (Ib) Vert: 5=-56 22=-96 23=-50 24=-50 WARNINtJ - Von* design perarnetere end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 481-7473 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 paramenlers and proper incorporation of component is responsibility of building designer nor 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 th e 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. 'Job J1043081 Truss Co, Truss B10 Sumner, WA Truss Type (California lutY Job Reference (optional) Sang Tran 112940771 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:0456 2019 Page 1 ID:U?iGWg9giqM9pFluw5sNhOVymTGO-roocA7JsL_97ACPe7vvMsoyspBCzVM1vFMJiSwzFlyjxeL -2-0-0 r-- 2-0-0 4-11-6 4-11-6 3x10 - 9-4-4 9_)0-15 4-4-14 0-6-11 5x6 3x8 = 16-0,0 22,1-1 * 22/_7-1.2 21-0-10_ _4 32-0-0 34-0-0 5-1-1 6,1-1 0-5-11 4-4-14 4-11-6 2-0-0 3x10 = 1.5x4 4x8 9-4-4 16-0-0 22-7-12 9-4-4 6,7-12 6-7-12 5x6 3x8 32-0-0 9-4-4 3x10 = Scale = 1:59.6 .4, Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCOL 8.0 BCLL 0.0 • BCDL 7,0 [2:0-10-4,0-0-14], [4:0-2-0,0-2-8], [6:0-2-0,0-2-8], [8:0-10-4,0-0-14j, [10:0-2-8,0-1-8], [13:0-2-0,0-1-8] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0,74 BC 0.85 WB 0.32 Matrix-MSH DEFL. in (loc) Vert(LL) -0.37 12 Vert(CT) -0.52 12-13 Horz(CT) 0.18 8 1/defl >999 >745 n/a Ud 360 240 n/a PLATES GRIP MT20 185/148 Weight: 126 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HE No.2 *Except* T2: 2x4 DF No.1 &Btr 2x4 HF No.2 2x4 HE Stud *Except* W3,W5: 2x4 HF No.2 REACTIONS. (lb/size) 2=1542/0-5-8 (min. 0-3-4), 8=1524/0-5-8 (min. 0-3-3) Max Horz 2=57(LC 52) Max Uplift 2=-191(LC 10), 8=-181(LC 11) Max Grav 2=1987(LC 29), 8=1955(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=-3784/385, 3-4=-3184/327, 4-21=-2849/321, 21-22=-2850/322, 22-23=-2851/322, 23-24=-2852/322, 5-24=-2852/322, 5-25=-2771/296, 25-26=-2771/296, 26-27=-2770/296, 6-27=-2769/296, 6-7=-3098/300, 7-8=-3703/360 SOT CHORD 2-13=-350/3419, 12-13=-310/3425, 11-12=-310/3425, 10-11=-310/3425, 8-10=-271/3344 WEBS 3-13=-620/133, 4-13=-8/705, 5-13=-926/139, 5-10=-942/181, 6-10=-32/755, 7-10=-627/130 Structural wood sheathing directly applied or 2-5-15 oc purling, except 2-0-0 oc purlins (3-0-14 max.): 4-6. Rigid ceiling directly applied or 9-5-12 oc bracing. 1 Row at midpt 5-13, 5-10 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; BCOL=4.2pst; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 limes 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 Ib uplift at joint 2 and 181 Ib uplift at joint 8. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 148 Ib down and 67 Ib up at 9-11-10, 111 Ib down and 47 Ib up at 12-0-12, 115 Ib down and 49 Ib up at 14-0-12, 85 Ib down and 49 Ib up at 16-0-0, and 115 Ib down and 49 Ib up at 17-11-4, and 111 Ib down and 47 Ib up at 19-11-4 on top chord. The design/selection of such connection contiCWVApe2responsibility of others. A WARNING Verify design perameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mfl-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 rncorporation 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 Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. August 27,2019 Job Truss I I russ I ype Oty 1-ly Sang Tran 112940771 J1043081 i1910 ,California 1 1 I 1 Job Reference (optional) Truss Co, ,Sumner, WA 8 240 s Jul 14 2019 MiTek InduStrles, Inc. Mon Aug 26 15:04:56 2019 Page 2 ID:U?iGWg9gigM9pRuw5sNhOVymTGO-nxxA7JsL g7AQ?e7wMsoyspEiCzVM1vFMJISwzi-lyixel 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 (plf) Vert: 1-4=-66, 4-6=-66, 6-9=-66, 14-17=-14 Concentrated Loads (Ib) Vert: 5=-15 21=-49 22=-44 23=-45 26=-45 27-44 WARNING • Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 4111-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is 10, an individual building component. Applicability of design paramenters 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 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 ANSITTP11 Quality Criteria, DSB-89 and BCSIl Building Component Safety Information available from Truss Plate Institute, 583 NOnotrio Drive, Madison, WI 53719. !Job J1043081 Truss B11 (Truss Type 'CALIFORNIA GIRDER Oty Ply Sang Tran 2 Job Reference (optional) 112940772 Truss Co, Sumner, WA -2-0-0 4-1-12 2-0-0 4-1-12 5.00 112 nn 31 4x8 = JUS24 3x4 3 18 2x4 1, JUS24 7-4-4 7-10-15 11-6-9 3-2-8 0- -1'1 3-7-10 5x10 = 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:00 2019 Page 1 ID: U?iG Wg9gjgM9pRuw5sNhOVymTGO-giBgygvs2udcvdyu9Cwk7izuXaxtzimyELQ862yjxeH 16-0-0 I 20-5-7 I 24-1-1 2417-12 27-10-4 32-0-0 4-5-7 4-5-7 3-7-10 0-6-11 3-2-8 4-1-12 1.5x4 II 3x8 = 1.5x4 11 IS124 2526 27 6 28 29 30 nr nn I1H Ill 32 JUS24 3x4 = JUS24 17 33 34 1635 36 JUS24 3x10 = JUS24 JUS24 4.1.12 7-4-4 11-6-9 16-0-0 4-1-12 3-2-8 4-2-5 4-5-7 15 2x4 II JUS24 14 3713 38 6x6 = 3x10 = JUS24 JUS24 JUS24 20-5-7 4-5-7 5x10 = 39 12 on 40 3x4 = JUS24 JUS24 3x4 9 11 2x4 I JUS24 Scale = 1:57.6 10 nn 41 JUS24 4x8 24-7-12 27-10-4 32-0-0 4-2-5 3-2-8 4-1-12 Plate Offsets (X,Y)-- [4:0-6-8,0-2-4], [8:0-6-8,0-2-4], [13:0-2-8,0-1-8], [16:0-4-0,0-1-8] LOADING (psf) TOLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr NO Code IRC2015/TPI2014 CSL TC 0.65 BC 0.56 WB 0.42 Matrix-MSH DEFL., in (loc) Vdefl Lid Vert(LL) -0.38 15 >999 360 Vert(CT) -0.58 15 >660 240 Horz(CT) 0.10 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 318 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-6 oc purlins, BOT CHORD 2x6 DE SS except WEBS 2x4 HF Stud 2-0-0 oc purlins (3-6-12 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=3310/0-5-8 (min. 0-2-15), 2=3048/0-5-8 (min. 0-2-13) Max Horz 2=56(LC 52) Max Uplift 10=-358(LC 11), 2=-331(LC 10) Max Grav 10=3584(LC 29), 2=3419(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-7474/747, 3-4=-7412/836, 4-23=-8536/970, 23-24=-8536/970, 5-24= 8536/970, 5-25=-8536/970, 25-26=-8536/970, 26-27= 8536/970, 6-27=-8536/970, 6-28=-8452/911, 28-29=-8452/911, 7-29=-8452/911, 7-30=-8452/911, 8-30=-8452/911, 8-9=-7393/741, 9-10=-8240/827 BOT CHORD 2-31=-690/6855, 18-31=-690/6855, 18-32=-690/6855, 17-32=-690/6855, 17-33=-759/6854, 33-34=-759/6854, 16-34=-759/6854, 16-35=-970/9295, 35-36=-970/9295, 15-36=-970/9295, 14-15=-970/9295, 14-37=-970/9295, 13-37= 970/9295, 13-38=-620/6778„ 38-39=-620/6778, 12-39=-620/6778, 12-40=-730/7572, 11-40=-730/7572,11-41=-730/7572,10-41W 730/7572 WEBS 3-17— 378/349, 4-17=0/476, 4-16=-245/2201, 5-16— 724/219, 6-16=-963/95, 6-15=0/436, 6-13=-1117/197, 7-13=-679/201, 8-13=-298/2227, 8-12=-37/943, 9-12=-791/120, 9-11=-50/581 NOTES- (15) 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water pending. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 August 27,2019 A WARNING - Vedy design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 budding 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, 683 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss (Truss Type J1043081 B11 'CALIFORNIA GIRDER IQty Ply 2 Sang Tran Job Reference (optional 112940772 I Truss Co, Sn7nner, WA 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:00 2019 Page 2 I D: U?iG Wg9gjgM9pRuw5sNhOVymTGO-giBgygvs2udcvdyu9Cwk7izuXaxtzimyELQ862yjxeH NOTES- (15) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 358 Ib uplift at joint 10 and 331 Ib 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) Use USP JUS24 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 29-11-4 to connect truss(es) J802 (1 ply 2x4 DF), J804 (1 ply 2x4 DF), J806 (1 ply 2x4 DF), J808X (1 ply 2x4 DF), J810X (1 ply 2x4 DF), J812X (1 ply 2x4 DF), J814X (1 ply 2x4 DF), J815X (1 ply 2x4 DF), J814X (1 ply 2x4 DF), J812X (1 ply 2x4 DF), J810X (1 ply 2x4 DF), J808X (1 ply 2x4 DF), D03 (1 ply 2x4 HF), D02 (1 ply 2x4 HF), D01 (1 ply 2x6 DF) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 643 Ib down and 249 Ib up at 7-11-10, 268 Ib down and 107 Ib up at 10-0-12, 256 lb down and 111 Ib up at 12-0-12, 231 Ib down and 111 Ib up at 14-0-12, 226 Ib down and 111 Ib up at 16-0-0, 231 Ib down. and 111 Ib up at 17-11-4, and 256 Ib down and 111 Ib up at 19-11-4, and 268 Ib down and 107 Ib up at 21-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 15) 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=-66, 4-8=-66, 8-10=-66, 2-10=-14 Concentrated Loads (Ib) Vert: 14=-82(B) 18= 40(B) 15=-82(B) 6=-156 11=-306(B) 23— 544 24=-202 25=-186 27=-161 28=-161 29= 186 30=-202 31=-41(B) 32=-40(B) 33=-81(B) 34=-83(B) 35=-82(B) 36=-82(B) 37= 82(B) 38=-83(B) 39=-81(8) 40=-301(B) 41=-403(B) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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 BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Uty riy sang Iran 112940773 IJob ! 1 cuss i russ iype J1043081 ,C01 ,Common Girder Truss Co, Sumner, WA -2-0-0 465 A 2-0-0 4-6-5 5.00 112 111 14 x8 - JUS24 5-8-3 j1 1 Job Reference (optional) 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:02 2019 Page 1 I D:U?iGWg9gjgM9pRuw5sNhOVymTGO-c5I RN Mx6aW1K8w6HGdyCC721nNf_Rf8FhfvEAxyjxeF 8-0-0 I 11-5-11 I 16-0-0 18-0-0 --1 3-5-11 3-5-11 4-6-5 2-0-0 4x5 = Special 4 1.5x4 1.5x4 7/ i�II 11 15 9 16 JUS24 3x4 = JUS24 5-8-3 17 Special 10-3-13 II II II II 18 8 19 20 3x4 = JUS24 JUS24 3x8 JUS24 16-0-0 4-7-10 5-8-3 Scale: 3/8"=1' Rate Offsets (X,Y)-- [2:0-3-1,0-1-8], [6:0.3-1,0-1-8 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CS!. TC 0.41 BC 0.39 WB 0.24 Matrix-MSH DEFL. in (loc) 1/dell Lid Vert(LL) -0.12 8-9 >999 360 Vert(CT) -0.19 8-9 >999 240 Horz(CT) 0.04 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 73 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No,2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud REACTIONS. (lb/size) 2=1583/0-5-8 (min. 0-2-10), 6=1582/0-5-8 (min. 0-2-10) Max Horz 2=-50(LC 29) Max Uplift 2— 169(LC 10), 6=-170(LC 11) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3231/357, 3-4=-3106/354, 4-5=-3103/354, 5-6=-3227/357 BOT CHORD 2-14= 322/2953, 14-15=-322/2953, 9-15=-322/2953, 9-16=-319/2517, 16-17=-319/2517, 17-18=-319/2517, 8-18=-319/2517, 8-19=-273/2950, 19-20=-273/2950, 6-20=-273/2950 WEBS 4-8=0/674, 5-8=-268/83, 4-9=0/680, 3-9=-268/84 Structural wood sheathing directly applied or 2-11-8 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=4.8ps1; 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 psi (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 est 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 Ib uplift at joint 2 and 170 Ib uplift at joint 6. 8) Use USP JUS24 (With 4.10d nails into Girder & 4.10d nails into Truss) or equivalent spaced at 3.10.8 oc max. starting at 2-0-12 from the left end to 13.11.4 to connect truss(es) J802 (1 ply 2x4 DF), J804 (1 ply 2x4 DF), J806 (1 ply 2x4 DF), J804 (1 ply 2x4 DF), J802 (1 ply 2x4 DF) to back face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber, 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1263 Ib down and 422 Ib up at 8-0.0 on top chord, and 176 Ib down at 7-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Continued on page 2 August 27,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mffi7473 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 responsihillity 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 ANSf/TP11 Quality Criteria, D58-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSCo. INC, Job IJ1043081 Truss ic01 Truss Type Common Girder Qty Ply 1 Sang Tran 112940773 Job Reference (optiona Truss Co, Sarnner, WA 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:02 2019 Page 2 ID: U?iG Wg9gjgM9pRuw5sNhOVymTGO-c51RNMx6aWtK8w6HGdyCC721nNf_R(8FhtvEAxyjxeF LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-7= 66, 2-6=-14 Concentrated Loads (lb) Vert: 4=-1242(B)14= 41(B)15=-40(B)16=-40(B)17=-136(B)18=-40(B)19=-40(B) 20=-41(B) A 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 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 D'Onofrio Drive, Madison, WI 53719. ]Truss CO2 Truss Type :Common iQtY Ply Sang Tran Job Reference (optional) 112940774 •Job J1043081 Truss Co, " Sumner, WA + 2-0-0 455 500 112 8-0-0 8-0-0 8-0-0 8-0-0 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:0502 2019 Page 1 ID:U?iGWg9gjqM9pRuw5sNhOVymTGO-c5IRNMx6aVVIK8w6HGdyCC72AENbJRh6FhtvEAxyjxeF 16-0-0 18-0-0 8-0-0 2-0-0 4x8 = 14 16-0-0 8-0-0 Scale: 3/8.1` Plate Offsets (X,Y)-- [2:0-2-2,Edge], [4:0-2-2,Edgel LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.96 BC 0.69 WB 0.11 Matrix-MSH DEFL. in (loc) Vert(LL) -0.17 6-12 Vert(CT) -0.26 6-12 Horz(CT) 0.02 4 Vdefl >999 >727 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 48 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 2x4 HF No.2 2x4 HF Stud REACTIONS. (lb/size) 2=772/0-5-8 (min. 0-1-8), 4=772/0-5-8 (min. 0-1-8) Max Horz 2=-50(LC 11) Max Uplift 2=-79(LC 10), 4=-79(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-1000/40, 3-13=-905/64, 3-14=-905/64, 4-14=-1000/40 BOT CHORD 2-6=-9/839, 4-6=-9/839 WEBS 3-6=0/316 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) 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 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 toads. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 Ib uplift at joint 2 and 79 Ib uplift at joint 4. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 27,2019 WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MIT REFERENCE PAGE 4:07-7473 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 ANSUTPIl Quality Criteria, DSB-89 and BC5I1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. !Job Truss !Truss Type Qty [Ply Sang Tran 1 ,J1043081 'CO3 Common Girder 1 1 , j 1 Job Reference (optional) Truss Co, SOmner, WA 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:03 2019 Page 1 ID: U? iG Wg9gjq M9pRuw5sNhOVymTGO-4 HspbiylLp?Bm4hTgKU RkKbS Nnx3A1 YOwJfoj NyjxeE 8-0-0 I 11-5-11 j 16-0-0 3-5-11 3-5-11 4-6-5 1 5x6 = 4-6-5 4-6-5 5.00 I 1.5x4 \\ 1 2 14 15 7 16 JUS24 JUS24 5x6 ! JUS24 5-8-3 5x6 = 17 JUS24 10-3-13 18 6 5x6 I JUS24 13 1.5x4 4 19 JUS24 16-0-0 20 JUS24 112940775 Scale = 1:26.1 5x6 5-8-3 4-7-10 5-8-3 Plate Offsets (X,Y)--[1:0-4-1,0-0-3], [3:0-3-0,0-2-4], [5:0-4-1,0-0-3], [6:0-4-0,0-2-0], [7:0-4-0,0-2-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOT 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CS!. TC 0.48 BC 0.66 WB 0.54 Matrix-MSH DEFL. in (loc) 1/defl Ud Vert(LL) -0.13 6-7 >999 360 Vert(CT) -0.20 6-7 >937 240 Horz(CT) 0.04 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 68 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud REACTIONS. (lb/size) 1=1701/0-5-8 (min. 0-2-13), 5=1699/0-5-8 (min. 0-2-13) Max Horz 1=-40(LC 28) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3476/0, 2-12= 3342/0, 3-12=-3294/0, 3-13=-3287/0, 4-13= 3335/0, 4-5=-3468/0 BOT CHORD 1-14=0/3192, 14-15=0/3192, 7-15=0/3192, 7-16=0/2223, 16-17=0/2223, 17-18=0/2223, 6-18=0/2223, 6-19=0/3185, 19-20=0/3185, 5-20=0/3185 WEBS 3-6=0/1433, 4-6=-293/92, 3-7=0/1446, 2-7=-293/81 Structural wood sheathing directly applied or 2-8-5 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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) Use USP JUS24 (With 4-10d nails into Girder & 4-10d 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) J812X (1 ply 2x4 DF), J814X (1 ply 2x4 DF), J815X (1 ply 2x4 DF), J814X (1 ply 2x4 DF), J812X (1 ply 2x4 DF), J810X (1 ply 2x4 DF), J808X (1 ply 2x4 DF) to front face of bottom chord. 7) Fill all nail holes where hanger is in contact with lumber. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 9) 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= 66, 3-5=-66, 1-5=-14 Concentrated Loads (Ib) Vert: 14=-302(F) 15=-302(F) 16=-302(F) 17= 302(F) 18=-302(F) 19=-306(F) 20= 304(F) August 27,2019 A WARNING - Veri6, design parameters end READ NOTES ON THIS AND INCLUDED MITEK 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 budding 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 Crtteda, DSB-89 and BC8I1 Building Component Safety Information available from Truss Plate Institute, 583 D'Gnofrio Drive, Madison, WI 53719. Job J1043081 ll russ 1001 Truss Type Common Girder y Ply Sang Tran Job Referencejgptional) 112940776 Truss Co, Sttmner, WA F 3x6 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:04 2019 Page 1 I D:U?iG W g9gjgM9pRuw5sN hOVymTGO-YUOBo2zN6772N EFfO2?gHY8i IB PDvapX9zOLFgyjxeD 4-0-0 8-0-0 4-0-0 4-0-0 4-0-0 4x4 = Special 8-0-0 4-0-0 4-0-0 Scale = 1:15.5 Plate Offsets (X,Y)-- [1:0-7-5,Edge], [3:0-7-5,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 cSI. TC 0.15 BC 0.15 WB 0.10 Matrix -MP DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) I/defl -0.01 4 >999 -0.02 4 >999 0.00 3 n/a Ud 360 240 n/a PLATES GRIP MT20 185/148 Weight: 29 Ib FT = 20% LUMBER - TOP CHORD SOT CHORD WEBS 2x4 HF No.2 2x6 DF SS 2x4 HF Stud REACTIONS. (Ib/size) 1=416/0-5-8 (min. 0-1-8), 3=417/Mechanical Max Horz 1=20(LC 10) Max Uplift 1=-51(LC 10), 3=-51(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9= 742/104, 2-9=-692/108, 2-10=-694/109, 3-10=-744/106 BOT CHORD 1-11=-79/647, 4-11=-79/647, 4-12=-79/647, 3-12= 79/647 WEBS 2-4=0/276 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (12) 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 Ib uplift at joint 1 and 51 Ib uplift at joint 3. 8) Use USP JUS24 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 3-10-8 oc max. starting at 2-0-12 from the left end to 5-11-4 to connect truss(es) J402 (1 ply 2x4 HF) to back face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 192 Ib down and 113 Ib up at 4-0-0 on top chord, and 58 Ib down at 3-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 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 Continued on page 2 August 27,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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 ANSIfrPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. J1043081 obTruss Truss ype IQty Ply Sang Tran 112940776 Job Reference (option Truss Co, Sbmner, WA 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:04 2019 Page 2 ID: U?iG Wg9gjgM9p Ruw5sN hOVymTGO-YUQBo2zN6772N EFf02?gHY8i I BPDvapX9zOLFgyjxeD DO1 Common Girder it f I I LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-66, 2-3= 66, 1-3=-14 Concentrated Loads (lb) Vert: 4=-24(B)2= 148(B)11— 13(B) 12=-13(B) A WARNING - Veiny 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 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onolrio Drive, Madison, WI 53719. Job `Truss J1043081 ID02 (Truss Type Roof Special Ply I1 Sang Tran Job Reference (optional) 112940777 Truss Co, SOmner, WA 3x4 4-0-0 4-0-0 4-0-0 2 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:05 2019 Page 1 I D: U?iG Wg9gjgM9pRuw5sNhOVymTGO-Og_ZOOz?tRFu?Ogsxl WvglgtVbjge2hhOd8vnGyjxeC 8-0-0 4-0-0 4x4 = 8-0-0 3x4 4-0-0 4-0-0 Scale = 1:15.7 0 Plate Offsets (X,Y)-- [1:0-1-6,Edge], [3:0-1-6,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 1 CSI. Plate Grip DOL 1.15 TC 0.19 Lumber DOL 1.15 BC 0.26 Rep Stress lncr YES WB 0.06 Code IRC2015/TPI2014 Matrix -MP DEFL. in (loc) 1/defl Lid Vert(LL) -0.02 4-7 >999 360 Vert(CT) -0.03 4-7 >999 240 Horz(CT) 0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 21 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 1=320/0-5-8 (min. 0-1-8), 3=320/Mechanical Max Horz 1=-20(LC 11) Max Uplift 1=-25(LC 10), 3=-25(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-11= 493/30, 2-11= 433/33, 2-12=-433/33, 3-12=-493/30 BOT CHORD 1-4= 10/414, 3-4=-10/414 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Wind: ASCE 7-10; Vult=l 1pmph (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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 Ib uplift at joint 1 and 25 Ib uplift at joint 3. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERENCE 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/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 1 August 27,2019 !Truss ID03 Truss Type Roof Special Qty Ply Sang Tran Job Reference (optional) 1 112940778 'Job J1043081 Truss CO, Sumner, WA H 3x4 = 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:06 2019 Page 1 I D: U? iG Wg9gjq M9pRuw5sNhOVymTGO-UsYxDj_dekNIdYP2VT18MzD2 F?3zNVzgcHtSJiyjxeB 3-10-8 I 7-10-8 3-10-8 4-0-0 3-10-8 3-10-8 2 4x4 = 7-10-8 4-0-0 3x4 = Scale = 1:15.7 Plate Offsets (X,Y)-- [3:0-1-6,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2015/TPI2014 CSI. TC 0.19 BC 0.26 WB 0.05 Matrix -MP DEFL. in (loc) 1/defl Vert(LL) -0.02 4-10 >999 Vert(CT) -0.03 4-10 >999 Horz(CT) 0.00 3 n/a Ud 360 240 n/a PLATES GRIP MT20 185/148 Weight: 21 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 2x4 HF No.2 2x4 HF Stud REACTIONS. (lb/size) 1=315/0-4-0 (min. 0-1-8), 3=315/Mechanical Max Horz 1=-21(LC 11) Max Uplift 1=-24(LC 10), 3=-24(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-11=-478/29, 2-11=-419/33, 2-12= 415/32, 3-12=-468/28 BOT CHORD 1-4=-8/399, 3-4=-8/399 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (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) TOLL: 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 Ib uplift at joint 1 and 24 Ib uplift at joint 3. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard A WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MITER 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 budding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPN Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. August 27,2019 theTRUSSco. INC. Job J1043081 Truss E01 Truss Type :common Girder GAY Ply Sang Tran Job Reference (optional) 112940779 Truss Co, BUMner, WA B 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:07 2010 Page 1 ID:U?iGWg9giqM9pRuw5sNhOVymTGO-z36K03?FP2VcEh_E3AYNvAmAUOPI6wR_rwd?sayjxeA -2-0-0 4-0-0 8-0-0 2-0-0 4-0-0 4-0-0 44,0 4x4 8-C-0 4-0-0 Scale = Plate Offsets (X,Y)-- [2:0-3-4,0-0-7], [4:0-3-4,0-0-7], [5:0-4-0,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.35 BC 0.23 WB 0.17 Matrix -MP DEFL. in (loc) 1/dell Vert(LL) -0.03 5 >999 Vert(CT) -0.04 5 >999 Horz(CT) 0.01 4 n/a Lid 360 240 n/a PLATES GRIP MT20 185/148 Weight: 30 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 2x6 DF SS 2x4 HF Stud REACTIONS. (Ib/size) 4=465/0-3-8 (min. 0-1-8), 2=646/0-3-8 (min. 0-1-8) Max Horz 2=29(LC 6) Max Uplift 4=-42(LC 7), 2,-111(LC 6) FORCES, (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-10=-1232/99, 3-10=-1213/101, 3-4=-1228/98, 4-11=-844/68 BOT CHORD 2-5=-74/1177, 4-5=-74/1177 WEBS 3-5=-23/446 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-0-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 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=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical lett and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; P1=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 20.0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 Ib uplift at joint 4 and 111 Ib uplift at joint 2. 8) 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 4-0-0 from the left end to connect truss(es) R06 (1 ply 2x6 DF) to back face of bottom chord, skewed 45.0 deg.to the lett, sloping 0.0 deg. down. 9) Fill all nail holes where hanger is in contact with lumber. 10) 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. 11) In the LOAD CASE(S) section, toads 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 Continued on page 2 August 27,2019 WARNING - Von* design parameters end READ NOTES ON MIS AIVO INCLUDED MITEK REFERENCE PAGE 4411-7473 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 ANSVTPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 DiOnofrio Drive, Madison, WI 53119 1Job J1043081 Truss Co, Truss iE01 Truss Type Common Girder Qty 1.1 Ply Sang Tran Job Reference (optional) 112940779 S0mner, WA 8.240 s Jul 14 2019 MiTeli Industries, Inc. Mon Aug 26 15:0507 2019 Page 2 ID:LEiGVVg9gjqh(19pRuw5sNhOVymTGO-z36KOVFP2VcEh„ESAYNvAmAUQPI6wR_rwd?seyjxeA LOAD CASE(S) Standard Uniform Loads (plf) Vert 1-3=-66, 3-4=-66, 2-4=-14 Concentrated Loads (Ib) Vert: 5=-352(B) WARNING - Vei9 design parameters end READ NOTES ON TI-IIS AND INCLUDED MITEK REFERENCE PAGE MII-747.3 BEFORE USE. Design valid for use only with Mil 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 lor lateral support of individual web members only. Additional temporary bracing lo insure stability during construction is the responsibiflily 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/I-PO Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSS O. INC. Job Truss Type ommon Oly Ply Sang Tran 112940780 J1043081 Truss Co, Semner, WA 1E02 -2-0-0 2-0-0 2 4- 3.00 Job Reference (optional) 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:07 2019 Page 1 ID:U?iGWg9g1qM9pRuw5sNhOVymTGO-z36K03?FP2VcEh_E3AYNvAmBsOOP6yG Jwd?s8yjxeA 4-0-0 8-0-0 4-0-0 4-0-0 4-0-0 12 4x4 = 8-0-0 3x6 4 4-0-0 4-0- Scale = 1:18.5 Plate Offsets (X,Y)-- [2:0-2-12,Edgej, [4:0-2-12,Edgp] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CS1. TC 0.26 BC 0.31 WB 0.05 Matrix -MP DEFL. in (loc) I/defl Vert(LL) -0.02 5-8 >999 Vert(CT) -0.04 5-8 >999 Horz(CT) 0.01 4 n/a L/d 360 240 n/a PLATES MT20 Wei ht: 22 Ib GRIP 185/148 FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 2x4 HF No.2 2x4 HF Stud REACTIONS. (lb/size) 4=304/0-3-8 (min. 0-1-8), 2=469/0-3-8 (min. 0-1-8) Max Horz 2=28(LC 6) Max Uplift 4=-27(LC 7), 2=-90(LC 6) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-12=-641/36, 3-12=-615/41, 3-4=-632/37 BOT CHORD 2-5=-15/597, 4-5=-15/597 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (8) 1) Wind; ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psi; 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 Ib uplift at joint 4 and 90 Ib uplift at joint 2. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 27,2019 WARNING - Verify design peran.r( end READ NOTES ON THIS AND INCLUDED MTTEK 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 ihe 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/TPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 'J1043081 ;Truss !Truss Type 'E03 Common ply Ply Sang Tran Job Reference (optional) 112940781 Truss Co, *Sumner, WA 4-0-0 4-0-0 3,00 112 4-0-0 8 240 s Jul 14 2019 MiTc:k Industries, Inc. Mon Aug 26 15:05:08 2019 Page 1 ID: U? iG Wg9gjgM9p R uw5sN hOVymTGO-RFgie POtAMdTsrZQdu3cR0101 okX rPU74aMZOby)xe9 { B-0-0 4-0-0 4x4 = 8-0-0 3x4 = 4-0-0 4-0-0 Scale =1:14.8 0 Plate Offsets (X,Y)-- [1:0-3-4,Edge), [3:0-3-4,Edqej LOADING (psi) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2015/TPI2014 CSI. TC 0.17 BC 0.32 WB 0.05 Matrix -MP DEFL. in (loc) 1/dell Lid Vert(LL) -0.02 4-7 >999 360 Vert(CT) -0.04 4-7 >999 240 Horz(CT) 0.01 3 n/a r1/a PLATES GRIP MT20 185/148 Weight: 20 lb FT = 20% LUMBER - TOP CHORD 2x4 HE No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 1=320/0-3-8 (min. 0-1-8), 3=320/0-3-8 (min. 0-1-8) Max Horz 1=12(LC 10) Max Uplift 1= 28(LC 6), 3=-28(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1.11=-714/45, 2-11— 692/47, 2-12=-692/47, 3-12=-714/45 BOT CHORD 1-4=-31/675, 3-4=-31/675 BRACING - TOP CHORD BOT CHORD Structural wood sheathing ctrectly applied or 6-0-0 oc purlins, Rigid ceiling directly applied or 10-0-0 oc bracing. r MiTek recommends that S'abilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer • Installation guide. NOTES- (7) 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.; 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)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 Ib uplift at joint 1 and 28 Ib uplift at joint 3. 7) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 27,2019 WARNtNG - Vxtty design ysramerers and READ NOTES ON THISAND INCLUDED MJ'TEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. 7hi5 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 - nor 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 I5 the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, D58-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Dnofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job 11043081 Truss Truss Type H01 California Girder `Uty Fly Sang Tran Job Reference (optional) 112940782 Truss CO, Sumner, WA — 2-0-0 1 -2.0-0 5-0-4 5-0-4 3.00 5-10-15 0-10-11 5x10 8-0-0 2-1-1 8 240 s Jul 14 2019 Mil -EA Industries, Inc. Mon Aug 26 15:05:10 2019 Page 1 ID:U?iGWg9giqM9pRuw5sNhOVymTGO-NenS3518hzuB59Ipk164XpOY8cMjJFhQXurgSTyjxe7 10-1-1 10-11-12, 1E-0-0 18-0-0 2-1.1 0-10-11 5-0.4 2-0-0 1 1,54 II 5x10 x10 10 9 8 17 18 2x4 1, 3x8 JUS24 5-0-4 8-0-0 5-0-4 2-11-12 JUS24 JUS24 10-11-12 2x4 11 1 2-11-12 5-0-4 1E-0-0 3x10 = Scale =1:33.1 Plate Offsets (X,Y)-- [2:0-3-4,0-0-11], [3:0-2-12,0-2-4], [5:0-2-12,0-2-4], [6:0-3-4,0-0-1 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 " BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Inc r NO Code IRC2015/TP12014 CSI. TC 0.90 BC 0.53 WB 0,26 Matrix-MSH DEFL. in (loc) 1/dell L/d Vert(LL) -0.25 9 >756 360 Vert(CT) -0.39 9 >487 240 Horz(CT) 0.05 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 69 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-3 oc purlins, except BOT CHORD 2x6 DF SS 2-0-0 oc purlins (2-2-6 max.. 3-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1205/0-3-8 (min, 0-2-6), 6=1205/0-3-8 (min. 0-2-6) Max Horz 2=24(LC 6) Max Uplift 2=-117(LC 6), 6=-117(LC 7) Max Grav 2=1432(LC 30), 6=1432(LC 30) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4007/133, 3-15=-4359/148, 4-15=-4359/148, 4-16=-4359/148, 5-16=-4359/148, 5-6=-4007/134 BOT CHORD 2-10=-112/3883, 10-17=-121/3854, 9-17=-121/3854, 9-18=-101/3854, 8-18-101/3854, 6-8=-92/3883 WEBS 3-9=-67/698, 4-9=-496/95, 5-9=-68/698 NOTES- (14) 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 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 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 20.0 pst 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 Ib uplift at joint 2 and 117 Ib uplift at joint 6. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Use USP JUS24 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 1-11-4 oc max. starting at 6-0-12 from the lett end to 9-11-4 to connect truss(es) 1606 (1 ply 2x4 HF), H607 (1 ply 2x4 HF), H606 (1 ply 2x4 HF) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 419 Ib down and 65 Ib up at 5-11-13, and 215 Ib down and 86 Ib up at 8-0-0, and 419 Ib down and 65 Ib up at 10-0-3 on top chord. The design/selection of ContRActgilN5P2 device(s) is the responsibility of others. August 27,201 WARNING si ers e 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 commenters and proper incomoralion of component is responsibility of building designer - not nass designer. Bracing shown is for lateral support ol 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 ANSIITPI1 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 ,J1043081 (Truss Truss Type 1Qty Ply Sang Tran r01 (California Girder 1 1 Job Reference (optional) Truss Ca, Sumner, WA 8 240 s Jul 14 2019 MiTelr Industries, Inc. Mon Aug 26 15:05:10 2019 Page 2 I D: U?iG Wg9gjgM9p Ruw5sN hOVymTGO-NenS3518hzuB59j pk164 XpOY8cMjJ FhOXurgSTyjxe7 112940782 NOTES- (14) 13) In *le LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B1. 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: 1-3=-66, 3-5=-66, 5.7=-66, 2-6=-14 Concentrated Loads (lb) Vert: 9=-27(B) 4=-150 15= 320 16=-320 17=-27(B) 18=-27(B) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 shawa 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 ANSUTPI1 Quality Criteria, DSB-89 and BC5I1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Type Qty 8 Ply Sang Tran 112940783 J1043081 Truss CO, 'Truss 1H22 Sumner, WA Hack -Open -2-0-0 2-0-0 Job Reference (optic-nal) 8 240 s Jul 14 2019 MiT ex Industries, Inc. Mon Aug 26 15:05:10 2019 Page 1 ID:U2iGWg9gjqM9pRuw5sNhOVymTGO-NenS3518hzuB59jpk164XpOi_cUYJJnQXurgSTyjxe7 1-10-15 1-10-15 1-10-15 1-10- Scale = 1:7.8 0 0 Plate Offsets (X,Y)-- [2:0-3-4,Edgej LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.27 BC 0.03 WB 0.00 Matrix-P DEFL. in (loc) 1/dell Ud PLATES GRIP Vert(LL) -0.00 2 >999 360 MT20 185/148 Vert(CT) -0.00 2-4 >999 240 Horz(CT) -0.00 3 n/a n/a Weight: 7 Ib FT = 20% LUMBER - TOP CHORD 2x4 HE No.2 BOT CHORD 2x4 HE No.2 REACTIONS. (lb/size) 3=-11/Mechanical, 2=281/0-3-8 (min. 0-1-8), 4=13/Mechanical Max Horz 2=31(LC 6) Max Uplift 3=-58(LC 16), 2=-95(LC 6) Max Grav 3=13(LC 6), 2=283(LC 17), 4=32(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 dlrectly 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) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp 8; 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) 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 58 Ib uplift at joint 3 and 95 Ib uplift at joint 2. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard A WARNING Verny 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 ot 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 D'Onofrio Drive, Madison, WI 53719. August 27,2019 theTRUSSco. INC. Job iJ1043081 Truss 1T ss Type R43 ',Jack -Open Truss Co, Sumner, WA -2-0-0 Qty Ply Sang Tran Job Reference (optional) 112940784 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:11 2019 Page 1 I D:U?iG Wg9gjgM9pRuw5sNhOVymTGO-rgLgG R2mSH02jJ I?I0dJ30wlD0pU2m 1 ZmYbD?wyjxe6 3-9-7 2-0-0 1 3-9-7 3-9-7 3-9-7 Scale = 1:11.4 Plate Offsets (X,Y)-- [2:0-3-4,Edge] LOADING (psf) TCLL 25,0 (Roof Snow=25.0) TCOL 8.0 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.30 BC 0.11 WB 0.00 Matrix-P DEFL. in (loc) I/dell L/d Vert(LL) -0.01 2-4 >999 360 Vert(CT) -0.02 2-4 >999 240 Horz(CT) -0.00 3 rile. n/a PLATES GRIP MT20 185/148 Weight: 11 lb FT=20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=76/Mechanical, 2=327/0-3-8 (min. 0-1-8), 4=25/Mechanical Max Horz 2=44(LC 6) Max Uplift 3=-26(LC 10), 2= 91(LC 6) Max Gray 3=89(LC 17), 2=334(LC 17), 4=61(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 3-9-7 oc purfins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7.10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2pst; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable 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 psi (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 psf or 1.00 times flat roof load of 25.0 est 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 26 Ib uplift at joint 3 and 91 Ib uplift at joint 2. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard WARNING . VMry dea", parameters and READ NOTES ON 171I5AND 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. August 27,2019 theTRUSSCO. INC. 'Job 1J1043081 Truss Co, Sbmner, WA Truss I cuss I ype I H44 Jack -Open tsy 4 rly 1 Sang Iran Job Reference (optional) 112940785 -2-0-0 8 240 s Jul 14 2019 MiTek industries, Inc. Mon Aug 26 15:05:11 2019 Page 1 ID:U?iGWg9gjgM9pRuw5sNhOVymTGO-rgLgGR2mSH02jJl?10dJ30w1D0pL2m1 ZmYbD?wyjxe6 3-10-15 2-0-0 3-10-15 3-10-15 3-10-15 H Scale = 1:11.6 Plate Offsets (X,Y)-- [2:0-3-4,Edge] LOADING (psf) TCLL 25,0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSt. TC 0.30 BC 0.12 WB 0.00 Matrix-P DEFL. in (loc) 1/deft L/d Vert(LL) -0.01 2-4 >999 360 Vert(CT) -0.02 2-4 >999 240 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) 3=81/Mechanical, 2=331/0-3-8 (min. 0-1-8), 4=26/Mechanical Max Horz 2=45(LC 6) Max Uplift 3= 28(LC 10), 2=-91(LC 6) Max Gray 3=96(LC 17), 2=338(LC 17), 4=63(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 puffins_ Rigidceiling 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; VuIt=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 lett 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.; 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 limes 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 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 capable of withstanding 28 Ib uplift at joint 3 and 91 Ib uplift at joint 2. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 27,2019 A WARNING - Verify design parameters and READ NOTES ON MIS AND INCLUDED MITEKREFERENCE PAGEMI1-7473 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 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 ANSI/TPI1 ouattty Criteria, DS13.89 and BCSI3 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type IJ1043081 IH606 Jack -Open I Truss Go, A Sumner, WA -2-0-0 Qty 2 Ply Sang Tran Job Reference (optional) 112940786 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:12 2019 Page 1 ID:U?iGWg9gjgM9pRuw5sNhOVymTGO-J0vDUn3ODa8vLTtCsj8YcETzC P6YnDHj?CKmXMyjxe5 5-10-15 2-0-0 0 5-10-15 6-0-0 6.0.0 Scale = 1:15,0 Plate Offsets (X,Y)-- [2:0-3-4,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 TC 0.54 Lumber DOL 1.15 BC 0.31 Rep Stress Incr YES WB 0.00 Code IRC2015/TPI2014 Matrix-P DEFL. in (loc) 1/deft Ud Vert(LL) -0.07 2-4 >956 360 Vert(CT) -0.12 2-4 >563 240 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 17 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=162/Mechanical, 2=397/0-3-8 (min. 0-1-8), 4=41/Mechanical Max Horz 2=59(LC 6) Max Uplift 3=-51(LC 10), 2=-92(LC 6) Max Gray 3=192(LC 17), 2=411(LC 17), 4=98(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 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) 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 root 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 6) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wit fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 Ib uplift at joint 3 and 92 Ib uplift at joint 2. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard WARNING - Verrfydestgzs pera ee ers end READ NOTES ON MS INCLUDED MtTEKREFERENCE PAGE W.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 ANSt1TPI1 Quality Criteria, DSB-89 and 8C811 Building Component Safety Intonation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. August 27,2019 theTRUSSco. INC. !Job 'J1043081 Truss H607 Truss Type Jack -Open Qty Ply Sang Tran Job Reference (optional) 112940787 Truss Co, Sumner, WA -2-0-0 2-0-0 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:13 2019 Page 1 ID: U?iG Wg9gjgM9p Ruw5sNhOVymTGO-nDTbh 740_uGmyc ROPRin8R07J pRn WgXsDs4K3oyjxe4 6-0-0 L. 7-10-3 6-0-0 1-10-3 6-0-0 6-0-0 Scale = 1:19,1 Plate Offsets (X,Y)-- (2:0-3-4,Edgej LOADING (psf) TCLL 25.0 (Roof Snow---25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 ( TC 0,58 Lumber DOL 1.15 BC 0.31 Rep Stress Incr YES WB 0.00 Code IRC2015/TP12014 Matrix-P DEFL. in (loc) 1/defl Ud Vert(LL) -0.07 2-5 >956 360 Vert(CT) -0.12 2-5 >563 240 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 19 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-3-8, 3=0-1-8. (lb) - Max Horz 2=72(LC 6) Max Uplift Ail 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=413(LC 17), 3=273(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=4.8pst; 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 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 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 23.0psi on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift al 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. LOAD CASE(S) Standard WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MREKREFERENCE 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 ANSIRPII Quality Criteria, DSB-89 and BC511 Building Component Safety Intonation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, August 27,2019 theTRUSSco. INC. IJob (Truss IJ1043081 J22 Truss Type Jack -Open Qty 7 Ply Sang Tran Job Reference (optional) 112940788 Truss Co, Sumner, WA -2-0-0 2-0-0 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:13 2019 Page 1 ID: U? iG Wg9gjgM9pRuw5sNhOVymTGO-nDTbh740_uGmycROPRfn8R0C3pV D WgXsDs4K3oyjxe4 1-10-15 1-10-15 2-0-0 2-0-0 Scale = 1:10.3 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 [2:0-2-6,0-3-4] SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 TC 0.28 Lumber DOL 1.15 BC 0.03 Rep Stress Incr YES WB 0.00 Code IRC2015/TP12014 I Matrix-P DEFL. in (loc) 1/defl Ud Vert(LL) -0.00 2 >999 360 Vert(CT) -0.00 2-4 >999 240 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 7 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (lb/size) 3=-13/Mechanical, 2=284/0-5-8 (min. 0-1-8), 4=14/Mechanical Max Horz 2=42(LC 10) Max Uplift 3=-60(LC 16), 2=-65(LC 6) Max Gray 3=14(LC 6), 2=286(LC 17), 4=33(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 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) 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 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 capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 27,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MREK 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/TPI1 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job J1043081 Truss Co, Sumner, WA Truss J22X Truss Type Jack -Open Qty Ply Sang Tran 112940789 Job Reference (optienal) 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:14 2019 Page 1 ID:U?iG Wg9gjgM9pRuw5sNhOVymTGO-FP 1 zuT4elCOdam0az8A0hfYRUDrYF7n0SW ptcFyjxe3 3x4 \\ 1-8-6 1(9-7i 1-8-6 0-1- 1-8-6 1.8.6 a Scale = 1:8.7 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.04 BC 0.02 WB 0.00 Matrix-P DEFL. in (loc) I/dell Ltd Vert(LL) -0.00 1 >999 360 Vert(CT) -0.00 1-3 >999 240 Horz(CT) -0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 4 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 1=67/0-2-15 (min. 0-1-8), 3=12/Mechanical, 2=55/Mechanical Max Horz 1=23(LC 10) Max Uplift 1=-2(LC 10), 2=-21(LC 10) Max Gray 1=67(LC 1), 3=30(LC 5), 2=55(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 1-9-7 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=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 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 at joint(s) 1. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 2. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 27,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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/TPI1 Quality Criteria, DS&89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC, Job :J1043081 (Truss J24 Truss Type Jack -Open Qty Ply Sang Tran 112940790 7 1 Job Reference (optional) Truss Co, Sumner, WA d -2-0-0 2-0-0 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:15 2019 Page 1 ID: U?iG Wg9gjgM9pRuw5sNhOVymTGO-kbbL6o5G W V W UCwbnXsh FEs5YZdBh_a 19hAZQ8hyjxe2 2-0-0 3-10-15 2-0-0 1-10-15 2-0-0 2.0.0 1- cn 0 Scale = 1:14.7 Plate Offsets (X,Y)-- [2:0-2-5,0-3-4] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 TC 0.28 Lumber DOL 1.15 BC 0.03 Rep Stress Incr YES WB 0.00 Code IRC2015/TP12014 Matrix-P DEFL. in (loc) I/defl Lid Vert(LL) -0.00 2 >999 360 Vert(CT) -0.00 2-4 >999 240 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 10 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) 3=89/Mechanical, 2=310/0-5-8 (min. 0-1-8), 4=14/Mechanical Max Horz 2=64(LC 10) Max Uplift 3=-34(LC 10), 2=-58(LC 6) Max Gray 3=106(LC 17), 2=316(LC 17), 4=33(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; 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. LOAD CASE(S) Standard A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 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 D'Onofrio Drive, Madison, WI 53719. August 27,2019 theTRUSSco. INC. Job J1043081 Truss J26 Truss Type Jack -Open Qty 5 'Ply Sang Tran Job Reference (optional) 112940791 Truss Co. SuMOW, WA d -2-0-0 2-0-0 2-0-0 2-0-0 2-0-0 8 240 s Jul 14 2019 MiTek Industries, Inc, Mori Aug 26 15:05:15 2019 Page 1 ID:U?iGWg9gjoM9pRuw5sNhOVymTGO-kbbL6o5GWVWLICwbnXshFEs5TudBh_a19hAZO8hyjxe2 5-10-15 3-10-15 2-0-0 1 0 04 Scale 1:19.1 0 cti Plate Offsets (X,I)-- (2:0-2-6,0-3-41 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CS!. TC 0.58 BC 0.03 WB 0.00 Matrix-P DEFL. in (loc) 1/dell Lid Vert(LL) -0.00 2 >999 360 Vert(CT) -0.00 2-4 >999 240 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 12 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=168/Mechanical, 2=364/0-5-8 (min. 0-1-8), 4=14/Mechanical Max Hors 2=87(LC 10) Max Uplift 3=-61(LC 10), 2=-65(LC 10) Max Grav 3=202(LC 17), 2=375(LC 17), 4=33(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; 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 root 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. LOAD CASE(S) Standard August 27,2019 WAFWINO • Verify de amerei endREAD NOTES ON THIS AND INCLUDED Mfl nlk 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 slabiliiy 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 ANSUTP 11 Quality Catena, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSc , INC !Job 11TrusS Truss Type 1J1043081 1.1402 Irack-Open Trus6 Co, Sumner, WA -2-0-0 -F-°Y 12 Job Reference (optional) 8 240 s Jul 14 2019 MiTek Industries, Inc, Mon Aug 26 15:05:16 2019 Page 1 10:U?iGWg9giqM9pRuw5sNhOVymTGO-Cn9jJ86uHpelp4Az5ZDUm4ejJ1VJj1 GJvql_g7ypte1 1-10-15 Ply Sang Tran 112940792 j 2-0-0 1-10-15 3x4 4-0-0 4-0-0 H Scale 1:11,5 Plate Offsets (X,Y)-- [2:0-2-5,0-3-4] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IRC2015fTP12014 CS!. TC 0.28 BC 0.13 WB 0.00 Matrix-P DEFL. i (loc) 1/dell Ud Vert(LL) -0.01 2-4 >999 360 Vert(CT) -0.03 2-4 >999 240 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 BOT CHORD REACTIONS. (lb/size) 3=14/Mechanical, 2=298/0-5-8 (min. 0-1-8), 4=27/Mechanical Max Horz 2=42(LC 10) Max Uplift 3=-53(LC 16), 2=-57(LC 6) Max Grav 3=36(LC 18), 2=299(LC 17), 4=66(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing &eons/ 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- (13) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Use USP JUS24 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent at 2-0-12 from the left end to connect truss(es) J22X (1 ply 2x4 HF) to front face of bottom chord, 10) Fill all nail holes where hanger is in contact with lumber, 11) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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: 1-3=-66, 2-4=-14 Concentrated Loads (Ib) Vert: 3=-27(F) August 27,2019 WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE igf i-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 fabncation, quality control, storage, delivery, erection and bracing, consult ANSIrIP 11 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onolrio Drive, Madison, WI 53719. Job J1043081 Truss CO, Sumner, WA Truss J404 Truss Type Jack -Open -2-0-0 Qty iPly 12 Sang Tran Job Reference (optional) 112940793 8 240 s Jul 14 2019 MiTek Industries, Inc, Mon Aug 26 15:05:17 2019 Page 1 laU?iGWg9gjqM9pRuw5sNhOVymTGO-g_i5XU7X27mBREI9eHkiJHAtCOsISUWS8U2XCZyjxe0 3-9-7 2-0-0 3-9-7 4-0-0 4-0-0 OD Scale = 1:14.3 Plate Offsets X,Y [2:0-2-5,0-3-4] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015fTP12014 CS!. TC 0.33 BC 0.12 WB 0.00 Matrix-P DE FL. in (loc) Vdefl LJd Vert(LL) -0.01 2-4 >999 360 Vert(CT) -0.02 2-4 >999 240 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No,2 BOT CHORD 2x4 HF No.2 REACTIONS. (lb/size) 3=68/Mechanical, 2=335/0-5-8 (min. 0-1-8), 4=26/Mechanical Max Horz 2=63(LC 10) Max Uplift 3=-29(LC 10), 2=-55(LC 6) Max Grav 3=84(LC 17), 2=341(LC 17), 4=63(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 3-9-7 oc purliBS. 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 auide. 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 o(16.0 psf or 1.00 times flat root 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. LOAD CASE(S) Standard A WARNING - Verify design parameters and READ NOTES ON MIS AND INCLUDED MfTEK 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 ol 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 ot the erector. Additional permanent bracing ot the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTP11 Quality Creeds, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. August 27,2019 defriA theTRUSSco. INC. 'Truss Type Jack -Closed ty Ply Sang Tran Job Reference (optional) 112940794 Job 'Truss J1043081 :J502 Truss Co, Sumner, WA a -2-0-0 2-0-0 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:17 2019 Page 1 ID:U?iGWg9gjqM9pRuw5sNhOVymTGO-g_i6XU7X27mBRE19eHkjJHAuFQsVSUWS8U2XCZyjxe0 1-10 15 1-10 15 2-0-0 2-0-0 cc' 0 Scale = 1:10.3 Plate Offsets (X,Y)-- [2:0-0-10,0-0-0], [3:0-2-0,0-1-4] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CS,. TC 0.27 BC 0.07 WB 0.00 Matrix -MP DEFL. in (loc) 1/dell L/d Vert(LL) 0.00 8 >999 360 Vert(CT) 0.00 8 >999 240 Horz(CT) -0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 2=284/0-5-8 (min. 0-1-8), 4=54/Mechanical, 3=-61/Mechanical Max Horz 2=34(LC 9) Max Uplift 2=-71(LC 6), 4=-33(LC 6), 3=-136(LC 16) Max Grav 2=285(LC 17), 4=81(LC 16), 3=63(LC 6) 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, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (10) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp 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) 2, 4 except (jt=Ib) 3=136. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 27,2019 A WARNING Verify design parameters 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. 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 1,100 .J1043081 Truss Co, ner, WA 11 nlss 1 I russ I ype Lily F'ly Sang Tran 112940795 ,J504 !,Monopitch Girder 2 1 Job Reference (optional) 8 240 s Jul 14 2019 MITek Industries, Inc. Mon Aug 26 15:05:18 2019 Page 1 ID:U?iG Wg9gjgM9pRuw5sNhOVymTGO-8AGUkg79pOu23OKLC_FyrVj3NgDGBxmbN8n5lOyjxe? -2-0-0 4-0-0 4-0-0 2-0-0 2 5.00 12 4x4 7 T1 P 3x4 = 8 JUS24 4-0-0 NAILED 3 3x4 4 3x4 II 4-0-0 Scale = 1:14.7 Plate Offsets (X,Y)-- [2:0-1-13,Edgej LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. DEFL. in (loc) 'Merl Lid TC 0.31 Vert(LL) 0.00 6 >999 360 BC 0.04 Vert(CT) -0.00 4-6 >999 240 WB 0.00 Horz(CT) 0.00 4 n/a n/a Matrix -MP PLATES GRIP MT20 185/148 Weight: 18 Ib FT = 2010 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud REACTIONS. (lb/size) 4=233/Mechanical, 2=329/0-5-8 (min. 0-1-8) Max Horz 2=59(LC 7) Max Uplift 4=-19(LC 10), 2=-58(LC 6) Max Gray 4=243(LC 17), 2=334(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (13) 1) Wind: ASCE 7-10; VuIt=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 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) 4, 2. 9) Use USP JUS24 (With 4-10d nails into Girder 8 4-10d nails into Truss) or equivalent at 2-0-12 from the left end to connect truss(es) J504A (1 ply 2x4 HF) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.251 toe -nails per NDS guidlines. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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: 1-3� 66, 2-4=-14 Continued on page 2 August 27,2019 ® WARNING - Verily assign parameters end READ NOTES ON THIS AND INCLUDED MtTEKREFERENCE PAGE Ml-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 responstbab ttity 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 brac ng, consult ANSIITPI1 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 'Truss ITruss Type fQty Ply Sang Tran 1 J 1043081 J504 'Monopiteh Girder 2 I i Job Reference (optional) Truss Co, ' Sumner, WA 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:18 2019 Page 2 ID:U?iG Wg9gjgM9pRuw5sNhOVymTGO.8AGUkg79pQu230KLC_FyrVj3NgDGBxmbN8n5IOyjxe? 112940795 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-104(B) 8=-18(B) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE 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 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 ANSUFPI1 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 !MSS I I MSS I ype J1043081 IJ504A JaCk-Closed Girder TRISS CO, S.umner, WA -2-0-0 2 Sang Tran Job Reference (optional) 112940796 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:19 2019 Page 1 ID:U?iGWg9gjqM9pRuw5sNhOVymTGO-cMqsyA8nakOvhXyYmhmBOiGE7EW4w001coXeHSyjxe_ 1-10-15 2-0.0 1-10-15 3 4-0-0 4-0-0 Scale = 1:11,5 A> LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 CSI. TC 0.31 BC 0,13 WB 0.00 Matrix -MP REACTIONS. (lb/size) 2=290/0-3-8 (min. 0-1-8), 4=30/Mechanical, 3=39/Mechanical Max Horz 2=42(LC 10) Max Uplift 2=-67(LC 6), 4=-1(LC 11), 3=-14(LC 10) Max Grav 2=291(LC 17), 4=47(LC 5), 3=42(LC 17) FORCES. (Ib) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. DEFL. in (loc) l/defl LJd Vert(LL) -0.01 4-7 >999 360 Vert(CT) -0.01 4-7 >999 240 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 10 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- (13) 1) Wind: ASCE 7-10; Vulti.110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4,2ps1; 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 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 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) 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) 2, 4, 3. 10) Use USP JUS24 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent at 2-0-12 from the left end to connect truss(es) J502 (1 ply 2x4 HF) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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: 1-3=-66, 4-5=-14 Concentrated Loads (Ib) Vert: 9=-46(B) August 27,2019 NING - Veiny design parameters end READ NOTES ON THIS ANC) INCLUDEO MITEK REFERENCE F'AGE Ale-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individLal building component. Applicability of design parameniers 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 at/he 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 Catena, D59-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job J1043081 Truss Co, Sumner, WA !Truss Truss Type J506 'IMonopitch IQty 22 Ply Sang Tran Job Reference (optional) 112940797 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:19 2019 Page 1 I D: U?iG Wg9gjq M9pRuw5sNhOVymTGO-cMgsyA8nakOvhXvYmhmBOiGEk EXgwOOlcoXeHSyjxe_ -2-0-0 4-0-0 2-0-0 2 4-0-0 3 3x4 5.00 12 8 3x4 = 3x4 II 4-0-0 4-0-0 Scale = 1:14.7 Plate Offsets (X,Y)-- [2:0-0-6,Edgej LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 " BCDL 7.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 TC 0.27 Lumber DOL 1.15 BC 0.09 Rep Stress Incr YES WB 0.00 Code IRC2015/TPI2014 Matrix -MP DEFL. in (loc) 1/defl Ud Vert(LL) 0.01 4-7 >999 360 Vert(CT) -0.02 4-7 >999 240 Horz(CT) -0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 14 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be instated during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=120/Mechanical, 2=320/0-5-8 (min. 0-1-8) Max Horz 2=60(LC 9) Max Uplift 4=-14(LC 10), 2=-53(LC 6) Max Gray 4=136(LC 17), 2=326(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 23.0psf on the bottom chord in all 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) 4, 2. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI EKREFERENCE 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!TPl1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. August 27,2019 theTRUSSco. INC. Hob ITruss Truss Type ! J1043081 •J506X Monopltch Supported Gable 1 ) , Job Reference (optional) Truss Co, Sumner, WA 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:20 2019 Page 1 IDJAGWg9gjqM9pRuw5sNhOVymTGO-4Z0E9W9PL28m1hUkI(PHQxwoPVet0frGugSGBouyjxdz -2-0-0 3-10-15 • I--- 2-0-0 3-10-15 d 0 , 2 Qty 5.00 712 5 Ti Ply Sang Tran 3 3x4 I. W1 B1 NtniX4+41' X "1" 1'14 qf 14;X4'"*144.4" "1"1:;:irit:OXIS 3x4 = 4-0-0 3x4 I I 4 4-0-0 112940798 Scale = 1:14.5 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.27 BC 0.12 WB 0.00 Matrix-P DEFL. in (loc) 1/dell Vert(LL) 0.01 1 n/r 120 Vert(CT) 0.00 1 n/r 90 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 14 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, BOT CHORD 2x4 HF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 4=116/4-0-0 (min. 0-1-8), 2=318/4-0-0 (min. 0-1-8) Max Horz 2=59(LC 9) Max Uplift 4=-14(LC 10), 2=-54(LC 6) Max Grav 4=131(LC 17), 2=323(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; 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) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE RAGE 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/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. August 27,2019 theTRUSSco. INC. :Job J1043081 Truss Go, ;Truss 0602 Sumner, WA -2-0-0 [Truss Type (Jack -Open 1-10-15 Qty 2 Ply Sang Tran 112940799 Job Reference (optional) 8 240 s Jul 14 2019 MITek Industries, Inc. Mon Aug 26 15:05:21 2019 Page 1 ID: U? iG Wg9gjgM9p Ruw5sNhOVymTGO-YlycMsA16LGdwr3wt6ofT7La229TO1W23601KLyjxdy • 2-0-0 5.00 12 2 1-10-15 3x4 \\ 6-0-0 6-0-0 Scale = 1:15.4 Plate Offsets (X,Y)-- [2:0-2-6,0-3-4j LOADING (psi) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.28 BC 0.33 WB 0.00 Matrix-P DEFL. in (loc) I/defl L/d Vert(LL) -0.08 2-4 >908 360 Vert(CT) -0.13 2-4 >534 240 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 12 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 BOT CHORD REACTIONS. (Ib/size) 3=-13/Mechanical, 2=312/0-5-8 (min. 0-1-8), 4=41/Mechanical Max Horz 2=42(LC 10) Max Uplift 3=-60(LC 16), 2=-48(LC 6) Max Gray 3=14(LC 6), 2=313(LC 17), 4=100(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) 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- (12) 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=1.1O 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 lb uplift at joint(s) 3, 2. 9) Use USP JUS24 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 4-0-12 to connect truss(es) J22 (1 ply 2x4 HF), J24 (1 ply 2x4 HF) to front 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=-66, 2-4=-14 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 support of individual web members only. Additional temporary bracing to insure stability during construction is the respnnsibillity 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 Cdteda, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. August 27,2019 theTRUSSco. INC. 'Job !Truss Truss Type J1043081 J604 ',Jack -Open Qty PIy 1 Sang Tran Job Reference (optional) 112940800 Truss Co, Sumner, WA 1 -2-0-0 2-0-0 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:21 2019 Page 1 ID: U?iG Wg9gjgM9p Ruw5sNhOVymTGO-YlycMsA 16LGdwr3w16ofT7LZB2AoOl W23601KLyjxdy 3-10-15 3-10-15 6-0-0 5-8-4 Scale = 1:15.7 1W 0 Plate Offsets (X,Y)-- [2:0-0-6,0-0-0] LOADING (psf) TOLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 " BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CS!. TC 0.33 BC 0.30 WB 0.00 Matrix-P DEFL. in (loc) 1/deft Lid Vert(LL) -0.07 2-4 >999 360 Vert(CT) -0.12 2-4 >588 240 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 SOT CHORD 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 2=0-5-8. (Ib) - Max Horz 2=64(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 3, 2 Max Gray All reactions 250 Ib or less at joint(s) 3, 4 except 2=358(LC 17), 2=352(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. 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- (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. VI; 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) TOLL: 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) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 27,2019 ® WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M/!-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 budding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Duality Criteria, DSB-89 and BC611 Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. Job 1 russ I russ lype J1043081 J606 ,Jack -Open Truss Co, Sumner, WA 2-0.0 oily 2 riy sang ran Job Reference (optional) 112940801 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:22 2019 Page 1 ID:U?iG Wg9gjgM9pRuw5sNhOVymTGO-OxW?aCBft10UY?e7RgJu0LtihRW 17k1 Blmlltnyjxdx 5.9.7 2-0-0 F 5-9-7 5-0-0 5-5-4 Scale = 1:18.4 Plate Offsets (X,Y)-- [2:0-0-6,0-0-01 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress ;nor YES Code IRC2015/TP12014 CSI. TC 0.48 BC 0.30 WO 0.00 Matrix-P DEFL. in (loc) 1/defl Ud Vert(LL) -0.07 2-4 >999 360 Vert(CT) -0.12 2-4 >588 240 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 17 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (plength) 2=0-5-8, 2=0-5-8. (Ib) - Max Horz 2=86(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 3, 2 Max Gray All reactions 250 Ib or less at joint(s) 3, 4 except 2=409(LC 17), 2=398(LC 1) FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 5-9-7 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=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 tor greater of min roof live load of 16.0 psi 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) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 27,2019 WARNING • Vanyy design peremeeera end READ NOTES ON THIS ANO INCLUDED MTTEK REFERENCE PAGE M1-7473 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 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. :Job iTruss !Truss Type J1043081 J802 Pack -Open Truss Co, g'uMner, WA -2-0-0 1-10-15 uty 5 Sang Tran Job Reference (option_al) 112940502 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:23 2019 Page 1 ID:U?iGWg9gictM9pRuw5sNhOVymTGO-V84NnYBHdzWL99CJ?Xr7YYCIwYrqEsB?KWCIVsPDyjxdw 2-0-0 5 00 112 1-10-15 3x4 6 7 8 JUS24 JUS24 JUS24 8-0-0 8.0-0 4 Scale = 1:19.2 Plate Offsets (X,Y)-- [2:0-2-6,0-3-41 LOADING (psf) TCLL 25.0 (Roof Snovv=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IRC2015/TP12014 CSI. TC 0.28 BC 0.43 WB 0.00 Matrix-P DEFL. in (loc) 1/dell L/d Vert(LL) -0,18 2-4 >523 360 Vert(CT) -0.31 2-4 >308 240 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 DF Nol&Btr BOT CHORD REACTIONS. (lb/size) 3=-13/Mechanical, 2=326/0-5-8 (min. 0-1-8), 4=55/Mechanical Max Horz 2=42(LC 10) Max Uplift 3=-60(LC 16), 2=-40(LC 6) Max Grav 3=14(LC 6), 2=327(LC 17), 4=134(LC 5) 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- (12) 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 capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) Use USP JUS24 (With 4-10d nails into Girder & 4-10d 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) J22 (1 ply 2x4 HF), J24 (1 ply 2x4 HF), J26 (1 ply 2x4 HF) 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 feel -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=-66, 2-4=-14 August 27,2019 - Verify design perm, end REAL) 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 lor 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 ihe building designer. For general gudance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Coterie, DSB-89 and BCSIl Building Component Safely Information available from Truss Plate Institute, 583 D'Onefrio Drive, Madison, WI 53719, theTRUSS 0 INC Job ,J1043081 Truss Co, Sumner, WA Truss (Truss Type J804 Jack -open -2-0-0 3-10-15 Qty Ply Sang Tran Job Reference (optional) 112940803 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:23 2019 Page ID: U?iG W g9gjq M9p Ruw5sNhOVymTGO-V84NnY8HdzW L99CJ?Xr7YYQvhrciZsB?KWQVsPDyjxdw 2-0-0 3-10-15 8-0-0 8-0-0 Scale = 1:19.0 Plate Offsets (X,Y)-- [2:0-2-6,0-3-4) LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.33 BC 0.41 WB 0.00 Matrix-P DEFL. in (loc) I/dell IJd Vert(LL) -0.16 2-4 >562 360 Vert(CT) -0.28 2-4 >330 240 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 18 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No.1 &Btr REACTIONS. (lb/size) 3=74/Mechanical, 2=366/0-5-8 (min. 0-1-8), 4=54/Mechanical Max Horz 2=64(LC 10) Max Uplift 3= 31(LC 10), 2=-38(LC 6) Max Gray 3=90(LC 17), 2=372(LC 17), 4=131(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 I 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 8; 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. LOAD CASE(S) Standard August 27,2019 A WARNING - Veny 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 ANSI/TPI1 quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 Donofrio Drive, Madison, WI 53719, Job 'J1043081 Truss Co, §umner, WA 1 russ J806 Truss I ype Jack -Open Qty Ply Sang Tran 112940804 -2-0-0 2-0-0 5 1 Job Reference (optional) 8 240 s Jul 14 2019 MiTek Industries, Inc. Man Aug 26 15:05:24 2019 Page 1 ID:U?iGWg9gjciM9pRuw5sNhOVymTGO-zKdl?tCw0GfCnJnVZFMM5mz2hEAobeFUI4EPxfy[xdy 5-10-15 5-10-15 8-0-0 4 8-0-0 Scala 1:18.8 Plate Offsets (X,Y)-- [2:0-2-6,0-3-4] LOADING (psi) TCLL 25.0 (Roof Snow=25,0) TCDL 8.0 BCLL 0,0 • BCOL 7,0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.51 BC 0.41 WB 0.00 Matrix-P DEFL. in (loc) 1/dell Ud Vert(LL) -0.16 2-4 >562 360 Vert(CT) -0.28 2-4 >330 240 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 21 Ib FT LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 OF No.1&Btr REACTIONS. (Ib/size) 3=156/Mechanical, 2=416/0-5-8 (min. 0-1-8), 4=54/Mechanical Max Horz 2=87(LC 10) Max Uplift 3=-58(LC 10), 2=-42(LC 10) Max Grav 3=190(LC 17), 2=427(LC 17), 4=131(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 5-10-15 oc purlins. Rigid ceiling directlyapplied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=-25f1; Cat, II; Exp E3; 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 (Hat 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 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 far 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. LOAD CASE(S) Standard A WARNING Verity design parameters end READ NOTES ON 77-IIS ANC 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 lor 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 D'Onefrio Drive, Madison, WI 53719. August 27,2019 Job J1043081 Truss 00807 Truss Type Jack -Open Qty 2 Ply Sang Tran Job Reference (optional) 112940805 Truss Co, Sumner, WA 1 -2-0-0 2-0-0 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:25 2019 Page 1 ID: U? iG Wg9gjgM9pRuw5sNhOVymTGO-R W B7CDD Y9an3PSMi6ytbezV59fT7K5Vd_k_yT6yjxdu 7-9-7 7-9-7 8-0-0 8-0-0 Scale = 1:22.4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.97 BC 0.60 WB 0.00 Matrix -MP DEFL. in (loc) 1/defl Lid Vert(LL) -0.21 4-7 >447 360 Vert(CT) -0.38 4-7 >249 240 Horz(CT) 0.01 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 22 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=215/Mechanical, 2=460/0-5-8 (min. 0-1-8), 4=78/Mechanical Max Horz 2=109(LC 10) Max Uplift 3=-67(LC 10), 2=-51(LC 10) Max Gray 3=264(LC 17), 2=476(LC 17), 4=122(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) 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 capable of withstanding 100 Ib uplift at joint(s) 3, 2. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 27,2019 A WARNING - Verify 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 support of individual web members only. Additional temporary bracing t0 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/TP11 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. IJob 1.11043061 Truss Co, Sumner, WA Truss J808 Truss Type Jack -Open -2-0-0 Oty Ply Sang Tran Job Reference (optional) 112940806 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:25 2019 Page 1 ID: U7iG W g9gjgM9pRuw5sNhOVymTGO-R W B7CDDY9an3PSMi6ytbezV9df U KK5Vd_k_yT6yjxdu 7-10-15 2-0-0 7-10-15 8-0-0 8-0-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.75 BC 0.52 WB 0.00 Matrix -MP DEFL. in (loc) I/dell Lid Vert(LL) -0.19 4-7 >507 360 Vert(CT) -0.34 4-7 >279 240 Horz(CT) 0.01 2 n/a n/a Scale = 1:22.7 PLATES GRIP MT20 185/148 Weight: 24 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 REACTIONS. (lb/size) 3=225/Mechanical, 2=464/0-5-8 (min. 0-1-8), 4=73/Mechanical Max Harz 2=110(LC 10) Max Uplift 3=-70(LC 10), 2=-51(LC 10) Max Gray 3=276(LC 17), 2=480(LC 17), 4=118(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 3-5-6 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (9) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 23.0psf on the bottom 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. LOAD CASE(S) Standard August 27,2019 A WARNING - Verity 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 ANSI/TPI1 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 Truss Ply Sang Tran J1043081 Truss Co, Sumner, WA J808X Truss Type Jack -Open 4x4 = Qty 2 112940807 Job Reference (optional) _J 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:26 2019 Page 1 ID: U?iG Wg9gjgM9pRuw5sNhOVymTGO-vjIVQZEAwuvw0cxugfOgAB2Hm3pg3YInDOjW 0Yyjxdt 7-9-7 7-11.01-8 7-9-7 0-1-1 5.00 12 7-9-7 7-9-7 -8 Scale = 1:21.6 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 [1:0-2-0,Edge] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI, DEFL. in (loc) I/deft L/d TC 0.92 Vert(LL) -0.20 3-6 >480 360 BC 0.57 Vert(CT) -0.34 3-6 >277 240 WB 0.00 Horz(CT) 0.01 1 n/a n/a Matrix -MP PLATES GRIP MT20 185/148 Weight: 21 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 OF No.1&Btr REACTIONS. (Ib/size) 1=310/Mechanical, 2=217/Mechanical, 3=93/Mechanical Max Horz 1=89(LC 10) Max Uplift 1= 18(LC 10), 2=-69(LC 10) Max Gray 1=318(LC 16), 2=250(LC 16), 3=128(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- (8) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. BI; 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) 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. LOAD CASE(S) Standard August 27,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER 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 ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Truss Type Jack -Open Qty 2 'Ply Sang Tran Job Reference (optional) 112940808 ;Job (Truss IJ 1043081 iJ810 i I Truss Co, Sumner, WA f 4 i c -2-0-0 2-0-0 8 240 $ Jul 14 2019 MITek Industries, Inc. Mon Aug 26 15:05:26 2019 Page 1 ID:U?iG Wg9gjgM9pRuw5sNhOVymTGO-vjI VQZEAwuvw0cxugfOgAB2HV3pV3YInDOjW 0Yyjxdt 8-0-0 9-10-15 8-0-0 1-10-15 8-0-0 8-0-0 ,o Scale = 1:27.1 Plate Offsets (X,Y)-- [2:0-2-2,Edgej LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. DEFL. in (loc) 1/defl L/d TC 0.94 Vert(LL) -0.19 5-8 >514 360 BC 0.53 Vert(CT) -0.33 5-8 >289 240 WB 0.00 Horz(CT) 0.01 2 n/a n/a Matrix -MP PLATES GRIP MT20 185/148 Weight: 26 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No.1&13tr BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-1-8. (Ib) - Max Horz 2=133(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=478(LC 17), 3=342(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. 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. LOAD CASE(S) Standard August 27,2019 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERENCEPAGE 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 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, Job Truss Truss Type Qty Ply Sang Tran I 112940809 1 J1043081 1J810x k-Open 2 1 Job Reference (optional) Truss Co, Sumner, WA 4x4 = 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:27 2019 Page 1 I D: U?iG Wg9gjgM 9p Ruw5sNhOVymTGO-NvJ udvEohBl nem W4E Nv3jObSMS8ko??wR2T3Y_yjxds 7-10-8 9-9-7 7-10-8 1-10-15 7-10-8 7-10-8 l4 d 4 a 4 Scale = 1:26.5 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 " BCDL 7.0 [1:0-2-0, Edge] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.93 BC 0.59 WB 0.00 Matrix -MP DE FL. in (loc) Vdefl Ud Vert(LL) -0.20 4-7 >468 360 Vert(CT) -0.35 4-7 >270 240 Horz(CT) 0.02 1 n/a n/a PLATES GRIP MT20 185/148 Weight: 23 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 DF No.1&Btr BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-1-8. (Ib) - Max Horz 1=112(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 1, 3, 2 Max Gray All reactions 250 Ib or less at joint(s) 3, 4 except 1=320(LC 17), 2=327(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- (10) 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 at areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 2. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 27,2019 A WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK 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 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. (Job .J1043081 Truss 1J812 (Truss Type Jack -Open Qty 2 Ply Sang Tran Job Reference (optional) 112940810 Truss Co, Sumner, WA a -2-0-0 2-0-0 4x4 = 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:28 2019 Page 1 ID: U?iG Wg9gjgM9pRuw5sNhOVymTGO-r5tGq FFQSV9eGw5Go4Ql Fc7c8sUIXS F4giCc4Ryjxdr 8-0-0 I 11-10-15 8-0-0 3-10-15 5.00 12 8-0-0 10 8-0-0 r7 Scale: 3/8"=1' Plate Offsets (X,Y)-- [2:0-2-2,Edge] LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 8.0 Rep Stress 'nor YES BCLL 0.0 Code IRC2015/TPI2014 BCDL 7.0 CSI. TC 0.93 BC 0.60 WB 0.00 Matrix -MP DEFL. in (loc) I/dell Lid Vert(LL) -0.21 6-9 >461 360 Vert(CT) -0.39 6-9 >247 240 Horz(CT) 0.01 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 27 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-1-8, 4=0-1-8. (Ib) - Max Horz 2=156(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=471(LC 17), 3=339(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, 3, 4. 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. LOAD CASE(S) Standard August 27,2019 A WARNING - Verhy 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 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 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Truss Type Qty Ply Sang Tran 112940811 Job (Truss J1043081 1J812X Truss Co, Sumner, WA 4x4 = Jack -Open 2 1 Job Reference (optional) 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:28 2019 Page 1 ID: U?iG Wg9gjgM9p Ruw5sNhOVymTGO-r5tGgFFQSV9eGw5Go4Q I Fc7cYsU BXS F4giCc4 Ryj xdr 7-10-8 11-9-7 7-10-8 3-10-15 7-10-8 7-10-8 0 M S'7 0 Scale =1:31.1 Plate Offsets (X,Y)-- [1:0-2-0,Edge) LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.90 BC 0.58 WB 0.00 Matrix -MP DEFL. in (loc) I/dell Lid Vert(LL) -0.19 5-8 >484 360 Vert(CT) -0.34 5-8 >275 240 Horz(CT) 0.01 1 n/a n/a PLATES GRIP MT20 185/148 Weight: 26 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-1-8, 3=0-1-8. (Ib) - Max Horz 1=135(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, 3 except 1=316(LC 17), 2=318(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- (10) 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 27,2019 A WARNING - Verily 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 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 ANSIITPI1 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 J1043081 Truss J814 Truss Type ,Jack -Open y 12 Ply Sang Tran Job Reference (optional) 112940812 Truss Co, Sumner, WA -2-0-0 2-0-0 4x4 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:29 2019 Page 1 I D: U7 iG Wg9gjgM9p Ruw5sNhOVymTGO-J I Re2bG2.DoHUt4gTLoxXopgn3Gg5GvUDvMyActyjxdq 8-0-0 1 13-10-15 1 8-0-0 5-10-15 8-0-0 8-0-0 Scale = 1:36.6 u; LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015lTPI2014 CSI. DEFL. in (loc) Vdefl Lid TC 0.92 Vert(LL) -0.20 7-10 >469 360 BC 0.60 Vert(CT) -0.38 7-10 >249 240 WB 0.00 Horz(CT) 0.01 2 n/a n/a Matrix -MP PLATES GRIP MT20 185/148 Weight: 30 Ib 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) 6=Mechanical, 2=0-5-8, 7=Mechanical. (Ib) - Max Horz 2=179(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=470(LC 1), 3=304(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; MINERS (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, 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. LOAD CASE(S) Standard August 27,2019 ® 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 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 8CSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. ;Job J1043081 (Truss 'Truss Type J814X 'Jack -Open IQty 2 IPIy Sang Tran Job Reference (optional) 112940813 Truss Co, Sumner, WA 4x4 = 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:30 2019 Page 1 ID:U?iG Wg9gjgM9p Ruw5sNhOVymTGO-n U?0 FxHg_6P LV EFfvVTm L 1 Dy4gBg?MkM70hj9Jyjxdp 7-10-8 13-9-7 7-10-8 5-10-15 7-10-8 7-10-8 I" N 0 th Scale = 1:36.2 Plate Offsets (X,Y)-- [1:0-2-0,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 " BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2015/TPI2014 CSI. TC 0.90 BC 0.58 WB 0.00 Matrix -MP DEFL. in (loc) I/defl L/d Vert(LL) -0.19 6-9 >485 360 Vert(CT) -0.34 6-9 >275 240 Horz(CT) 0.01 1 n/a n/a PLATES GRIP MT20 185/148 Weight: 28 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=len91h) 2=0-1-8, 3=0-1-8, 4=0-1-8. (Ib) - Max Horz 1=158(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, 3, 4 except 1=316(LC 1), 2=293(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- (10) 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3, 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2, 3, 4. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 27,2019 A WARNING - Veny design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual budding component. 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 D'Onofrio Drive, Madison, WI 53719. Trus iJ815 Truss Type :Jack -Open y Ply Sang Tran Job Reference (optional) 112940814 Job J1043081 Truss CO, Sumner, WA -2-0-0 2-0-0 4x4 = 8-0-0 8-0-0 8-0-0 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:30 2019 Page lalPiGWg9giqM9pRuw5sNhOVymTGO-nU?0FxHg_6PLVEFfyVTmL1DypoAK?MkM7Ohj9Jyjxdp 15-10-3 7-10-3 8-0-0 Scale =1,41.0 ub LOADING (psi) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0,0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inv YES Code IRC2015/TPI2014 CSI. TC 0.92 BC 0.60 WO 0.00 Matrix -MP DEFL. in (loc) Vdefl Ud Vert(LL) -0.20 8-11 >469 360 Vert(CT) -0.38 8-11 >249 240 Horz(CT) 0.01 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 32 Ib FT 4420% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 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=202(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 7, 2, 3, 4, 5, 6 Max Grav All reactions 250 Ib or less at joint(s) 7, 8, 4, 5, 6 except 2=470(LC 1), 3=290(LC 1) FORCES. (Ib) - Max. ComplMax, 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 1 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 five 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, 2, 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. LOAD CASE(S) Standard A WARNING - Vefffy design parameters and REAO NOTES ON THIS ANT) INCLUDED MITER REFERENCE PAGE 8.111-7473 8EFORE 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 paramenrers 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 BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. August 27,2019 theTRUSSco, INC. Job Qty Ply Sang Tran 112940815 Truss !Truss Type J1043081 1,1815X IJacx-Open Truss Co, Sumner, WA trit 4x4 7-10-8 7-10-8 7-10-8 7 7-10-8 Job Reference (optional) 8 240 S Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:0531 2019 Page 1 ID:U?iGWg9giqM9pRuw5sNhOVymTGO-GgZOTHFIJIQXC7NqrTD J1E17p4Xvkp_WMIRHhlyjxdo 15-8-11 7-10-3 th co th Scale =1:40.7 Plate Offsets (X,Y)-- [1:0-2-0,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Mu YES Code IRC2015/TPI2014 CSI, TC 0.90 BC 0,58 WB 0,00 Matrix -MP DEFL. in (loc) 1/dell Lid Vert(LL) -0.19 7-10 >485 360 Vert(CT) -0.34 7-10 >275 240 Horz(CT) 0.01 1 n/a n/a PLATES GRIP MT20 185/148 Weight: 31 Ib FT 20% LUMBER- BRACING - TOP CHORD 2x4 HE No.2 TOP CHORD BOT CHORD 2x4 DF No.18,131r BOT CHORD REACTIONS. All bearings 0-1-8 except (ff=length) 1=Mechanical, 6=Mechanical, 7=Mechanical. (Ib) - Max Horz 1=181(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 6, 2, 3, 4, 5 Max Grav All reactions 250 Ib or less at joint(s) 6, 7, 3, 4, 5 except 1=316(LC 1), 2..288(LC 1) FORCES. (Ib) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing di-ectly 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- (10) 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3, 4, 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2, 3, 4, 5. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4, 5. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard August 27,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE'( 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/TPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, lob ;Truss 11043081 Truss Type Oly Corner Ratter 13 Ply Sang Tran Job Reference (optional) 112940816 Truss Co, Sumner, WA -2-9-15 11-2-4 2-9-15 11-2-4 4x5 2 NAILED 3,54 12 4x8 AILED 4x8 NAILED 5x10 = 11 NAILED 10 3 ,r1 4x8 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:32 2019 Page 1 ID:U?iGWg9gjgM9pRuw5sNhOVymTGO-ks6ngclxWjf3kXO20wVEOSIKHT_7TGEfbJAgDCyjxdn 11•1112 14-2-11 17-0-10 I 19-10-9 22-5-10 �•0 0-2-7 2-9-15 2-9-15 2-9-15 2-7-1 0- -7 Special 4x8 5 SNP3 5x12 SNP3 12 4 11-2-4 71-2-4 Scale = 1:41.7 NAILED 9 Plate Offsets (X,Y)--[2:0-0-12,0-2.0],[3:0-0-0,0-1-13],[4:0-0-8,0-1-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.79 BC 0,00 WB 0,00 Matrix -MP DEFL. in (loc) 1/dell Ud Vert(LL) -0.25 2-5 >530 360 Vert(CT) -0.30 2-5 >445 240 Horz(CT) -0.02 9 n/a n/a PLATES GRIP MT20 185/148 Weight: 54 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 'Except' T3: 2x6 DF SS BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-2-2 except (jt=length) 2=0-7-6, 9=0-1-6. (Ib) - Max Horz 2=215(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 9, 6, 7, 8 except 2=-153(LC 6), 5=-225(LC 10) Max Gray All reactions 250 Ib or less at joint(s) 9, 6 except 2=620(LC 1), 5=731(LC 1), 7=283(LC 16), 8=274(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (17) 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 23.0pst 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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9, 5, 6, 7, 8. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9, 6, 7, 8 except (jt=lb) 2=153, 5=225. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9, 5, 6, 7, 8. 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) J26 (1 ply 2x4 HF) to front face of top chord, skewed 45.0 deg.to the left, sloping -22.6 deg. down. 11) 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) J806 (1 ply 2x4 HF) to back face of top chord, skewed 45,0 deg.to the right, sloping -22.6 deg. down. 12) Fill all nail holes where hanger is in contact with lumber, 13) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x325") toe -nails per NOS guidlines. 14) 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. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 206 Ib down and 81 Ib up at 11-3-5 on top chord. The design/selection of such connection device(s) is the responsibility of others. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ddr,Ol nlnncgiven in feet -inches -sixteenths (FFIISS) format. WARNING - Vedy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE 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 - nottruss designer. Bracing shown is far lateral support of individual web members only. Additional temporary bracing l0 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 ANSUrP11 Quatdy Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onolrio Drive, Madison, WI 53719. August 27,201' theTRUSSco. INC. Job IJ1043081 Truss !RO1 Truss Type .Corner Ratter Qty Ply Sang Tran 1 Job Reference (optional_ 112940816 Truss Co, Sumner, WA 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:32 2019 Page 2 I D: U?iG Wg9gjgM9pRuw5sNhOVymTGO-ks6ngcl xWjf3kXO20wVEQSI KHT_7TGEfbJAgDCyjxdn LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1.9=-66 Concentrated Loads (lb) Vert: 9=-55(B) 5=-156(B) 6=-18(B) 7=-21(B) 8= 24(B) 10=52(F=26, B=26) 11=-15(F=-13, B=-2) 12=-205(F=-109, B= 97) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/I-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 reaponsibillity 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 end BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job J1043081 Truss Co, Sumner, WA Truss R03 Truss Type Corner Rafter .01y 'Ply Sang Iran 1 i2 Job Reference (optional) 112940817 01 -2-9-15 2-9-15 2 3x5 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:33 2019 Page 1 ID:U?iGWg9gjqM9pRuw5sNhOVymTGO-C3g9uyJZ111nwMhzEae0TyfrVlIKMCjUpqzwNmeyjxdm -H a-4-5 NAttAy 1.12 NAILED 3x6 4 5 8-4-5 3)(6 5-- 8-4-5 8-4-5 NAILED 3x6 NAILED SNP3 36 Scale = 1:21.6 `9 0 Plate Offsets (X,Y)-- [2:0-2-8,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CS!. TC 0.79 BC 0.00 WB 0.00 Matrix -MP DEFL. in (loc) Udell Ud Vert(LL) -0.13 2-3 >748 360 Vert(CT) -0.14 2-3 >713 240 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 24 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 REACTIONS. (lb/size) 3=354/Mechanical, 2=482/0-7-6 (min. 0-4-9) Max Horz 2=95(LC 6) Max Uplift 3=-111(LC 10), 2=-147(LC 6) Max Gray 3.393(LC 16), 2=503(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 ermtion, in accordance with Stabilizer NOTES- (13) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4,2psf; h=25ft; Cat, II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 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. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 3=111,2=147. 8) 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 8-4-5 from the left end to connect truss(es) J606 (1 ply 2x4 HF) to back face of top chord, skewed 45.0 deg.to the right, sloping -22.6 deg. down. 9) Fill all nail holes where hanger is in contact with lurnber. 10) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3,25) toe -nails per NDS guidlines. 11) 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. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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: 1.3=-66 Continued on page 2 August 27,2019 WARNING. Vedfr design perarnetees end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with MiTels 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 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 fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onolrio Drive, Madison, WI 53719, Job L1043081 Truss Co, Sumner, WA 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:33 2019 Page 2 ID: U7 iG Wg9gjgM9pRuw5sNhOVymTGO-C3g9uyJZH 1 nwMhzEaeOTyfrV 1 tKMCjUpgzwNmeyjxdm my Ply Sang Tran 112940817 (Truss Truss Type R03 Corner Rafter Job Reference (optional) LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-135(B) 4=52(F=26, B=26) 6— 15(F 13, B=-2) A WARNING - Verify design parameters and READ NOTES ON 771ISAND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. 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 D'Onofrio Drive, Madison, WI 53719. Job 'Truss Truss Type laty Ply Sang Tran I 112940818 ' J1043081 R04 Corner Rafter i2 1 1 Job Reference (optional) J Truss Co, Sumner, WA -2-9-15 8.240 s Jul 14 2019 MFr ekJndustnes, Inc. on Aug 26 15:05:34 2019 Page 1 I D: U?iG Wg9gjgM9pRuw5sNhOVymTGO-g FEX51 KB2Lvn_rYQ8LXi VtNgnHgbxAky2dfxl4yjxdl 5-6-6 2-9-15 4x4 2 3.54 12 4x4 4 5-6-6 Special NAILED 5 5-6-6 NAILED 4x4 4x4 5-6-6 Scale = 1:16.7 r 0 Plate Offsets (X,Y)-- [2:0-0-12,0-2-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 " BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CST. TC 0.79 BC 0.00 WB 0.00 Matrix -MP DEFL. in (loc) l/defl L/d Vert(LL) -0.01 2-3 >999 360 Vert(CT) -0.02 2-3 >999 240 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 17 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=144/Mechanical, 2=441/0-7-6 (min. 0-4-0) Max Horz 2=72(LC 6) Max Uplift 3= 61(LC 10), 2=-165(LC 6) Max Gray 3=167(LC 16), 2=459(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 5-6-6 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (10) 1) Wind: ASCE 7-10; Vult=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 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. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except Qt=Ib) 2=165. 8) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 9) In the LOAD CASE(S) section, Toads applied to the face of the truss are noted as front (F) or back (B). 10) 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=-66 Concentrated Loads (Ib) Vert: 3= 34(F) August 27,2019 A 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 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 ANSIffPI1 Quality Criteria, DSB-aSand BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job J1043081 • Truss Co, Sumner, WA Truss Truss Type 905 •2-9-15 orner Rafter y P ly I 2 Sang Tran Job Reference (optional) 112940819 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:35 2019 Page 1 ID:U?iGWg9gjqM9pRuw5sNhOVymTGO-8RovIeLppeteb?7di22x14wrXhOggdz6HRPlJqXyjxdk 11-2.4 2-9-15 3x8 2 6x8 MT18HS NAILED NAILED 5 3.54 112 4x8 11,2-4 NAILED NAILED 4x8 -2-4 4x8 % SNP3 SNP3 7 4x8 SNP3 6x8 4 Scale = 1:24.5 11-2-4 Plate Offsets (X,Y)-- [2:0-2-8,0-1-81, [3:0-0-8,0-1-12], [3:0-4-0,Edgel, [4:0-3-8,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.79 BC 0.00 VVB 0.00 Matrix -MP DEFL. in (loc) Vdefl L/d Vert(LL) -0,25 2-4 >526 360 Vert(CT) -0.29 2-4 >446 240 Horz(CT) -0.01 4 n/a n/a PLATES GRIP MT20 185/148 MT18HS 185/148 Weight: 40 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* T3: 2x6 DF SS REACTIONS. (Ib/size) 4=693/Mechanical, 2=615/0-7-6 (min. 0-5-15) Max Horz 2=119(LC 6) Max Uplift 4=-204(LC 10), 2=-180(LC 6) Max Grav 4=714(LC 16), 2=624(LC 16) FORCES (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (16) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8ps1; 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live bads, 6) 'This truss has been designed for a live load ot 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) 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt-lb) 4=204, 2=180, 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 lett end to connect truss(es) J26 (1 ply 2x4 HF) to front face of lop chord, skewed 45.0 deg.to the left, sloping -22.6 deg. down. 11) Use USP SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent spaced at 2-8-14 oc max. starting at 8-5-6 from the left end to 11-2-4 to connect truss(es) J806 (1 ply 2x4 HF), J807 (1 ply 2x4 HF) to back face of top chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines, 14) 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. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 16) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Continued on page 2 August 27,2019 WM?NINI2V aignpersmetam end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MB-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/TPI1 Quality Criteria, DSB-89 and BCSIl Building Component Safety Information available from Truss Plate Institute, 583 D'Onolrio Drive, Madison, WI 53719. theTRUSSco. INC. Job J1043081 RO5 Truss Co, Sumner, WA Truss ITruss Type Comer Railer Qty 2 f Ply Sang Tran Job Reference (optional) 112940819 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:35 2019 Page 2 ID:U?iGWg9gjgM9pRuw5sNhOVymTGO-8RovIeLppe1 eb?7di22x14wrXhOggdz6HHPUgXyjxdk LOAD'CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4= 66 Concentrated Loads (lb) Vert: 4=-214(B) 5=52(F=26, B=26) 6=-15(F=-13, B=-2) 7=-205(F=-109, B=-97) A 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 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 ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. lob 11043081 ;Truss 'R06 Truss Type Diagonal Hip Girder Oty 2 Ply Sang Tran Job Reference (optional) 112940820 Truss Co, Sumner, WA -2-9-15 2-9-15 9 2 8.240 5 Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:36 2019 Page 1 ID:U?iG Wg9gjgM9pRuw5sNhOVymTGO-ceMH W_LRZy9VD9ipFmZAaIT0X5LIP4dFWx82Mzyjxdj 3-10-2 5-6-6 3-10-2 1-8-4 2.12 [12 3x8 = 3-10-2 NAILED NAILED 10 11 NAILED NAILED 6x6 5-6-6 NAILED 3x4 !1 4 4x4 NAILED 0-0'-3 3-9-15 1-8-4 Scale = 1:15.7 Plate Offsets (X,Y)--[2:0-6-11,0-0-14],[3:0-2-8,0.1-8],[6:0-1.12,0-0-5] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.77 BC 0,08 WB 0.04 Matrix -MP DEFL. in (loc) I/deli Lid Vert(LL) 0.01 8 >999 360 Vert(CT) 0.01 8 >999 240 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 24 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud REACTIONS. (Ib/size) 5=176/Mechanical, 2=447/0-6-10 (min. 0-1-8) Max Horz 2=32(LC 34) Max Uplift 5=-5(LC 11), 2=-117(LC 6) Max Gray 5=196(LC 17), 2=469(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-9=-240/324 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- (11) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8pst; BCOL=4.2psf; h=2511; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical lett 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 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) 5 except (jt=Ib) 2=117. 9) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS 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 (plf) Vert: 1-4=-66, 2-5=-14 Concentrated Loads (Ib) Vert: 4=-45(B) 5=-16(B) 10=51(F=25, B=25) August 27,20 WARNING - Verify 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 paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral supporl 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 Job Sang Tran :J1043081 4 Truss Co, Sumner, WA Truss (Truss Type 'R07 'Corner Rafter -2-9-15 0- 3 2-9-15 0-0-3 112940821 8 240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:05:36 2019 Page 1 I D: U? iG Wg9gjgM9pRuw5sNhOV ymTGO-ceMH W_LRZy9V D9ipFmZAa fT0P5M3 P4DFWx82M zyjxdj 5-6-6 2 Job Reference (optional) 5- 5-6-6 5-6.6 4x4 Scale: 3/4"=1' 0 Plate Offsets (X,Y)-- [2:0-0-12,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0,0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.78 BC 0.00 WB 0.00 Matrix -MP DEFL. in (loc) 1/defl Lid Vert(LL) -0.03 2-3 >999 360 Vert(CT) -0.03 2-3 >999 240 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 17 Ib FT = 20% LUMBER - TOP CHORD 2x4 HE No.2 REACTIONS. (lb/size) 3=112/Mechanical, 2=440/0-6-10 (min. 0-3-13) Max Horz 2=72(LC 6) Max Uplift 3=-11(LC 10), 2=-127(LC 6) Max Gray 3=145(LC 16), 2=458(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 5-6-6 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss eieclion, 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=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 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) 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 capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=Ib) 2=127. 9) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS 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 (pit) Vert: 1-3=-66 August 27,201! WARNING - Vert*, design parameters end READ NOTES ON THIS AND INCLUDED MITEX REFERENCE PAGE Ml1-747J 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 or 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 responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection and bracing, consult ANSI/TPII Quality Criteria, DSB-89 and BCSI1 Building Component Ply 2 Sang Tran 112940822 ;Job 'Truss Truss Type , IJ1043081 R08 iDiagonal Hip Girder L . I Truss Co, Sumner, WA -2-9-15 2-9-15 3x8 0- Job Reference (optional) 8,240 S Jul 142019 MiTek Industries, Inc. Mon Aug 26 15:05:37 2019 Page 1 ID:U?iGWg9gjqM9pRuw5sNhOVymTGO-4qwgjf<M3KGHMr1H?pT5P7V?BCUhq8VMOkbubvPyjxdi 8-4-5 8-643 11-2-4 -3-2 3-1-3 0-2-6 2-7-7 NAILED NAILED 10 P P 13 NAILED NAILED 5-3-2 2.12 112 NAILED NAILED 3x4 3 12 11 0-0-3 5-2-15 14 2x4 11 NAILED NAILED 8-4-5 3-1-3 NAILED 3x4 4 6 4x4 = NAILED Scale = 1:26.7 6 Plate Offsets (X,Y)-- [2:0-6-11,0-0-14], [4:0-2-13,0-0-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015TTP12014 CSI. TC 0.78 BC 0.09 WB 0.14 Matrix -MP DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) 1/dell 0.01 9 >999 -0.02 7-9 >999 -0.00 5 n/a Lid 360 240 n/a PLATES GRIP MT20 185/148 Weight: 39 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 2x6 DF SS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 5=96/Mechanical, 4=425/0-2-2 (min. 0-1-8), 2=527/0-6-10 (min. 0-1-8) Max Horz 2=55(LC 34) Max Uplift 5=-27(LC 6), 4=-42(LC 10), 2=-108(LC 6) Max Grav 5=103(LC 17), 4=507(LC 17), 2=542(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-10=-521/0, 10-11=-513/0, 3-11=-513/0 BOT CHORD 2-13=-19/505, 7-13=-19/505, 7-14=-19/505, 6-14=-19/505 WEBS 3-6=-527/13 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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- (14) 1) Wind: ASCE 7-10; Vult=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 20.0 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 lit 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) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 4 except (jt=lb) 2=108. 10) Beveled plate or shim required to provide full bearing surface with truss chord al joint(s) 4. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0,500in. 12) "NAILED" indicates 3-10d (0.148x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Continued on page 2 6 August 27,201 ARNING -Verify design parameters anti 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 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/TP11 Quality Criteria, DSB-89 and SCSI Building Component Isir• Job Truss J1043081 !F108 Truss Type Diagonal Hp Girder City 2 Ply Sang Tran Job Reference (optional) 112940822 Truss Co, Sumner, WA LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-5-66, 2-6=-14 Concentrated Loads (Ib) Vert: 5=-26(B) 4=-18(B) 10=51(F=25, B=25) 12=-11(F.=-5, B=-5) 14=-12(F=-6, B=-6) 8.240 s Jul 14 2019 MiTek Industries, Inc. Mon Aug 26 15:0538 2019 Page 2 ID:U?iGWg9gjqM9pRuw5sflhOVymTGO-YOU2xgNi5ZPOSSs8N8cefjYMxu02tycYzFdBRryjxdh WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK 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 ol component is responsibility of building designer - not truss designer. Bracing shown is for lateral support el 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 eNTIIITTelent, Tl•Te. Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0- ''16" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location details available in MiTek 20120 software or upon request PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots, LATERAL BRACING LOCATION BEARING Indicated by symbol shown andlor by text in the bracing section of the output. Use T, 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/TPl1: 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 1 8 dimensions shown In ft•In•slxtesnths (Drawings not to scale) 3 TOP CHORDS BOTTOM CHORDS 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 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 0 2006 MiTek® All Rights Reserved Co, INC, 0 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X•bracing, is always required. See 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. 3. Never exceed the design loading shown and never stack materials on inadequately hracod trueeee. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSVTPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9, Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10, Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load detection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or pudins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18, Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient, 20. Design assumes manufacture in accordance with ANSITIPI 1 Quality Criteria. PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0283 DATE: 01/09/2020 PROJECT NAME: VHAO8 SHORT PLAT LOT C SITE ADDRESS: 12076 44 PL S Original Plan Submittal X Response to Correction Letter # 2 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: Building Division Public Works n n Fire Prevention Structural tVk kl) 11V Planning Division Permit Coordinator IN PRELIMINARY REVIEW: DATE: 01/14/2020 Not Applicable Structural Review Required (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved n Approved with Conditions Corrections Required Denied (corrections entered in Reviews) (ie: Zoning Issues) DUE DATE: 02/25/2020 Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg Ej Fire Ej Ping D PW D Staff Initials: 12/18/2013 PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0283 DATE: 10/16/19 PROJECT NAME: VHAO8 SHORT PLAT LOT C SITE ADDRESS: 12076 44 PL S Original Plan Submittal X Response to Correction Letter # Revision # after Permit Issued Revision # before Permit Issued DEPA RTMENTS: & uilding Division kWPir\VI lAtM I\ Public Works Ci t° Fire Prevention Structural PRELIMINARY REVIEW: Not Applicable (no approval/review required) Planning Division Permit Coordinator DATE: 10/17/19 Structural Review Required REVIEWER'S INITIALS: DATE: r APPROVALS OR CORRECTIONS: Approved Corrections Required LI r (corrections entered in Reviews) Notation: DUE DATE: 11/14/19 Approved with Conditions Denied (ie: Zoning Issues REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg 0 Fire D Ping PW 0 Staff Initials: 12/18/2013 City of Tukwila Department of Public Works 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-433-0179 Fax: 206-431-3665 Web site: http://www.TukwilaWA.gov WATER METER INFORMATION Parcel No: 3347400910 Address: 12076 44TH PL S Applicant: VHAO8 SHORT PLAT — LOT C Permit Number: D19-0283 Issue Date: 2/4/2020 Permit Expires On: 8/2/2020 DESCRIPTION OF WORK: CONSTRUCT NEW 2520 SF HOME. PUBLIC WORKS ACTIVITIES INCLUDING: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, SANITARY SIDE SEWER, WA l'ER SERVICE LINE & WATER METER, FIRE BACKFLOW, AND UNDERGROUNDING OF UTILITIES. ALLENTOWN FLOOD PRONE AREA. METER #1 METER #2 METER #3 Water Meter Size: 1" Water Meter Type: PERM Work Order Number: 21940136 Connection Charge: $100.00 $0.00 $0.00 Installation: $950.00 $0.00 $0.00 Plan Check Fee: $10.00 $0.00 $0.00 Inspection Fee: $15.00 $0.00 $0.00 Turn on Fees: $50.00 $0.00 $0.00 Subtotal: $1,125.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $6,607.00 $0.00 $0.00 TOTAL WATER FEES: $7,732.00 0 0 y`^txx of Tm/k^""^U Department of Public Works G3ODSouthcente,Boulevard, Suite #18D Tukwila, Washington 981Q8 Phone: 206-433'0179 Fax: 206'431'3665 Web site: http://mm/m/.Tukwi|aVVA.gox WATER METER INFORMATION Parcel No: 3347400910 Applicant: VHA08 SHORT PLAT - LOT C Permit Number: D19'0283 |ssueDate: 2/4/2020 Permit Expires On: 8/2/2020 DESCRIPTION OF WORK: CONSTRUCT NEW 2520 SF HOME. PUBLIC WORKS ACTIVITIES INCLUDING: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, SANITARY SIDE SEWER, WATER SERVICE LINE & WATER METER, FIRE 8ACKFLON,AND UNDERGROUND|NGOFUTILITIES. ALLENTOVVNFLOOD PRONE AREA. METER #2 METER #3 Water Meter Size: I^ Water Meter Type: PERM Work Order Number: 21940136 Connection Charge: $100I0 $0.00 $0l0 Installation: $950.00 $0.00 $0.00 Plan Check Fee: $1010 $0.00 $0l0 Inspection Fee: $15.00 $0.00 $0.00 Cascade Water Alliance (RCFC): $6,416.00 TOTAL WATER FEES: $7,541.00 DONACO INVESTMENT LLC 0 Page 1 of 2 0/Labor & industries (http://Iniwa.gov Contractors [ONACO INVESTMENT LLC Owner or tradesperson Principals TRAN, SANG VAN, PARTNER/MEMBER Doing business as DONACO INVESTMENT LLC WA UBI No. 604110 251 12072 44TH PLACE S TUKWILA, WA 98178 206-802-5568 KING County Business type Limited Liability Company Governing persons SANG TRAN VYVY PHAM; License Verify the contractor's activeregistration / license / certification (depending on trade) and any past violations. Construction Contractor License specialties GENERAL License no. DONACIL810M2 Effective — expiration 07/22/2019— 07/22/2021 Bond Western Surety Co Bond account no. 64728472 Active Meets current requirements. $12,000.00 Received by L&I Effective date 07/22/2019 07/19/2019 Expiration date Until Canceled Insurance AIX Specialty Insurance Co $1,000,000.00 Policy no. SIZGL4801A221429 Received by L&I Effective date 07/22/2019 07/19/2019 Expiration date 07/19/2020 Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. [—Certifications & Endorsements OMWBE Certifications littps://secure.lni.wa.goviverify/Detail.aspx?UBI-604 1 1025 1 &LiCDONACIL8 1 0M2& SAW= 2/4/2020 2015 AASHIN6TON STATE ENERGY CODE/ IECC (65EC) TABLE R402.1.1 INSULATION AND FENESTRATION REQUIREMENTS BY COMPONENT CLIMATE ZONE 5 4 MARINE 4 FENE5TRATION U-FACTOR a 0.50 5KYL16HT e U-FACTOR 0.50 GLAZED FENESTRATION 5H61, ee NR CEILING R-VALUE K 4q WOOD FRAME KAI.L 6MN R-VALUE 21 INT MASS WALL R-VALUE' 21/21 FLOOR R-VA XIE 30 BELOW GRADE °M WALL R-VALUE 10/15/21 INT + TS SLAB° R-VALUE 4 DEFTH 10, 2 FT. TABLE R402.1.1 FOOTNOTES FOR 51, 1 FOOT - 504.6 MM, GI = CONTINUOUS INSULATION, INT. = INTERMEDIATE FRAMING. ~ R-VALUES ARE MINIMUMS. U-FACTORS AND SHGG ARE MAXIMUMS, WHEN INSULATION 15 INSTALLED IN A CAVITY NHICH 15 LESS THAN THE LABEL OR DESIGN THICKNESS OF THE INSULATION, THE COMPRESSED R-VALUE OF THE INSULATION FROM APPENDIX TABLE AIOIA SHALL NOT BE LESS THAN THE R-VALUE SPECIFIED IN THE TABLE. B THE FENESTRATION U-r-ACTOR COLUMN EXCLUDES SKYLIGHTS. THE 5HG,C COLUMN APPLIES TO ALL GLAZED FENESTRATION. 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. "IOA5/21.+TB" SHALL BE FERMI I I TO SE MET WITH R-15 CAVITY INSULATION ON THE INTERIOR OF THE BASEMENT WALL PLUS R-5 CONTINUOUS INSULATION ON THE INTERIOR OR EXTERIOR OF THE INAL.L. "T5" MEANS THERMAL BREAK BETWEEN FLOOR SLAB AND BASEMENT WALL. 11 R-!O CONTINUOUS INSULATION IS REQUIRED UNDER HEATED SLAB ON GRADE FLOORS. SEE R402.2.q.1. THERE ARE NO 51-16C REQUIREMENTS IN THE MARINE ZONE. PRESERVED 6 RESERVED HRESERVED ' THE SECOND R-VALUE APPLIES WHEN MORE THAN HALF THE INSULATION IS ON THE INTERIOR OF THE MA55 WALL. j RESERVED K FOR SINGLE RAFTER- OR JOIST VAULTED CEILINGS, THE INSULATION MAY BE REDUCED TO R-58. L RESERVED a INT. (INTERMEDIATE FRAMING) DENOTES STANDARD FRAMING, 16 INCHES ON CENTER WITH HEADERS INSULATED WITH A MINIMUM OF R-10 INSULATION. H LOG AND SOLID TIMBER WALLS WITH A MINIMUM AVERAGE THICKNESS OF 5S INCHES ARE EXEMPT FROM THIS INSULATION REQUIREMENT. 1. A CERTIFICATE COMPLYING WITH 2O15 MEC R401.5 15 REQUIRED TO BE COMPLETED BY THE DESIGN PROFESSIONAL OR BUILDER AND PERMANENTLY POSTED. 2. THE BUILDING SHALL BE TESTED AND VERIFIED AS HAVING AN AIR LEAKAGE RATE NOT EXCEEDING 5 AIR C4AN6E5 PER HOUR. TESTING SHALL BE CONDUCTED WITH A BLOWER DOOR AT A PRESSURE OF 0.2 INCHES W.G. S. EACH DWELLING UNIT IS REQUIRED TO BE PROVIDED WITH AT LEAST ONE PROGRAMMABLE THERMOSTAT FOR THE REGULATION OF TEMPERATURE. 4. DUCTS SHALL BE LEAK TESTED IN ACCORDANCE WITH ASU RS-35 USING THE MAX. DUCT LEAKAGE RATES SPECIFIED. S. A MINIMUM OF 15% OF PERMANENTLY INSTALLED LAMPS IN LIGHTING FIXTURES SHALL BE HIGH -EFFICACY LAMPS. NHOLE HOUSE VENTILATION WHOLE HOUSE VENTILATION SYSTEM TO BE INSTALLED PER 2015 IRC, SECTIONS MISO'TZ.1 THROUGH MI507.5.7. SEE "NHOLE HOUSE VENTILATION" ON THE 504EDULE SHEET FOR SELECTED OPTION, IRO TABLE M15015.50) CONTINUOUS WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM AIRFLOW RATE REQUIREMENTS (AIRFLON IN CFM) FLOOR AREA NUMBER OF BEDROOMS (50. FT) 0-1 2-5 4-5 6-7 >7 <1500 50 45 60 75 90 1501 - 5000 45 60 75 q0 105 5001 - 4500 60 75 410 105 120 4501 - 6000 75 -10 105 120 155 6001 - 7500 CIO 105 120 155 150 >7500 105 120 155 150 165 IRO TABLE M1501.5.3(2 INTERMITTENT WHOLE -HOUSE MECHANICAL VENTILATION RATE FACTORS A,5 RUN TIME PERCENTAGE IN EACH 25% 55% 50% bb% 75% 100% 4-HOUR SEGMENT FACTOR 4 1 3 1 2 1 1.5 1 13 I.O A. FOR VENTILATION SYSTEM RUN TIME VALUES BETWEEN THOSE GIVEN, THE FACTORS ARE PERMITTED TO BE DETERMINED BY INTERPOLATION. B. EXTRAPOLATION BEYOND THE TABLE 19 PROHIBITED. MEC.H 4N I OAL 6ENERAL 50LID FUEL BURNING APPLIANCES INCLUDE AIRTIGHT STOVES, FIREPLACE STOVES, ROOM HEATERS, FACTORY BUILT FIREPLACES AND FIREPLACE INSERTS. ALL SOLID FUEL BURNING APPLIANCES SHALL COMPLY WITH THE PROVISIONS OF I.R.G. R10062. HEATING EACH DWELLING UNIT SHALL BE PROVIDED WITH HEATING FACILITIES CAPABLE OF MAINTAINING A TEMPERATURE OF 68 DEGREES FAHRENHEIT AT A HEIGHT OF 5'-O" ABOVE THE FLOOR AND TWO FEET FROM EXTERIOR P(ALL5 IN ALL HABITABLE ROOMS WHEN THE OUTSIDE TEMPERATURE 15 AS SET FORTH IN THE 2015 WS.E.C.. DEFINITION OF THERMAL BUILDING ENVELOPE FROM THE 2015 WASHINSTON STATE ENERGY GORE, THE BELOW -GRADE WALLS, ABOVE -GRADE WALLS, FLOOR, ROOF, AND ANY OTHER BUILDING ELEMENTS THAT ENCLOSE CONDITIONED SPACE OR PROVIDES A BOUNDARY BETWEEN CONDITIONED SPACE AND EXEMPT OR UNCONDITIONED SPACE. 1. FUEL BURNING APPLIANCES LOCATED NITHIN THE BUILDING ENVELOPE SHALL OBTAIN AIR FROM OUTDOORS, MEETING THE PROVISIONS OF CHAPTER 24 OF THE 2015 IRC,. 2. FUEL BURNING APPLIANCES LOCATED OUTSIDE THE BUILDING ENVELOPE SHALL MEET THE PROVISIONS OF CHAPTER 24 OF THE 2015 IRC. 5.. DUCTNORK LOCATION SHALL MEET THE PROVISIONS OF CHAPTER. 24 OF THE 2015 IRC. 4. COMBUSTION AIR TO MEET THE R5ZIREMENT5 OF I.R.G. MI701.1 ALL HARM AIR FURNACES SHALL BE LISTED AND LABELED BY AN APPROVED AGENCY AND INSTALLED PER CHAPTER M1502 OF THE 2015 IRC. NO WARM AIR FURNACE SHALL BE INSTALLED IN A ROOM USED OR DESIGNED TO BE USED AS A BEDROOM, BATHROOM, CLOSET OR IN ANY ENCLOSED SPACE WITH ACCESS ONLY THROUGH SUCH ROOM OR SPACE, EXCEPT DIRECT VENT FURNACE, ENCLOSED FURNACES, AND ELECTRIC HEATING FURNACES. NO WARM AIR FURNACE SHALL BE INSTALLED IN A CLOSET OR ALCOVE WITH A SPACE LEW THAN 12" WIDER THAN THE FURNACE OR A CLEARANCE OF 5" ALONG THE SIDES, BACK AND TOP. LIQUEFIED PETROLEUM GAS BURNING APPLIANCES SHALL NOT BE INSTALLED IN A PIT, BASEMENT OR SIMILAR LOCATION WHERE HEAVIER THAN AIR GASES MIGHT COLLECT. APPLIANCES 50 FUELED SHALL NOT BE INSTALLED IN AN ABOVE GRADE UNDER FLOOR SPACE OR BASEMENT UNLESS SUCH LOCATION 15 PROVIDED WITH AN APPROVED MEANS FOR REMOVAL OF UNBURNED 6A5. HEATING AND COOLING APPLIANCES LOCATED IN A GARAGE AND WHICH 6ENERATE A GLOW, SPARK OR FLAME CAPABLE OF IGNITING FLAMMABLE VAPORS SHALL BE INSTALLED KITH THE PILOTS AND BURNERS OR HEATING ELEMENTS AND SWITCHES AT LEAST 16" ABOVE THE FLOOR SURFACE. FIRE DAMPERS NEED NOT BE INSTALLED IN AIR DUCTS PASSING THROUGH THE WALL, FLOOR OR CEILING SEPARATING A RE5IDENCE (R-5 OCCUPANCY) FROM A GARA(SE, PROVIDED SUCH DUCTS WITHIN THE G,ARAGE ARE CONSTRUCTED OF STEEL HAVING A THICKNESS NOT LE55 THAN 0.01q" NO. 26 GALVANIZED SHEET GAUGE) AND HAVE NO OPENIN66 INTO THE GARAGE EVERY APPLIANCE DESIGNED TO BE VENTED SHALL BE CONNECTED TO A VENTING SYSTEM COMPLYING WITH CHAPTER IS OF THE 2015 IRC. EVERY FACTORY BUILT CHIMNEY, TYPE L VENT, TYPE B GAS VENT OR TYPE BW GAS VENT SHALL BE INSTALLED IN ACCORDANCE WITH THE TERMS OF ITS LISTING, MANUFACTURERS INSTALLATION INSTRUCTIONS AND THE REWIREMENTS PER CHAPTER 24 OF THE 2015 IRG. A TYPE B OR SIN GAS VENT SHALL TERMINATE PER CHAPTER 24 OF THE 2015 IRC. VENT CONNECTORS SHALL BE INSTALLED WITHIN THE SPACE OR AREA IN WHICH THE APPLIANCE 15 LOCATED AND SHALL BE CONNECTED TO A CHIMNEY OR VENT IN SUCH A MANNER AS TO MAINTAIN THE CLEARANCE TO COMBUSTIBLES PER SECTION M1805 OF THE 2015 IRG. HEATING EQUIPMENT ALL HEATING EQUIPMENT SHALL MEET THE REQUIRM"IENT5 OF THE 2015 NATIONAL APPLIANCE ENERGY CONSERVATION ACT (NAEGA) AND BE 50 LABELED, EQUIPMENT SHALL AL-50 COMPLY KITH SECTION M1411 OF THE 2015 IRC DUCTWORK 1. DUCT SYSTEMS OR FACTORY BUILT AIR DUCTS SHALL BE OF METAL AS SET FORTH BY TABLE 1601.1.1 OF THE 2015 IRC. 2. RECTANGULAR, FLAT, OVAL AND ROUND DUCT JOINTS AND SEAMS SHALL BE AIRTIGHT PER SECTION MI601.4.1 OF THE 2015 IRC. 5. INSTALLATION OF DUCTS SHALL COMPLY WITH SECTION M1601.4 OF THE 2015 IRC. 4. DUCT INSULATION SHALL BE INSTALLED IN ACCORDANCE WITH SECTION MI6010 OF THE 2015 IRG. S. FINAL DUCT LEAKAGE AFFIDAVIT 15 TO BE PROVIDED TO THE BUILDING INSPECTOR PRIOR TO FINAL INSPECTION. DUCT LEAKAGE AND SEALING REQUIREMENTS IN 2015 INS.E.G. SECTION R40SS2 TO BE MET. 6. DUCTS INSULATAED TO A MINIMUM R-6 INSULATION IN UNCONDITIONED SPACES PER W.S.E.G. SECTION R405.5.1 WMAIN-aAR-11alrd GENERAL ALL FRAMING SHALL COMPLY WITH THE APPLICABLE SEGTIOWS) OF THE 2015 IBC/IRC. PRESSURE TREATED HOOD REQUIRED IN LOCATIONS LISTED IN IRO R517.1 2" MINIMUM VERTICAL CLEARANCE 5ETY4EEN NOOD 4 CONCRETE STEPS, PORCH SLABS, PATIO SLABS 4 OTHER SIMILAR HORIZONTAL SURFACES EXPOSED TO THE WEATHER. 6" MINIMUM CLEARANCE BETWEEN HOOD AND EARTH. $" MINIMUM CLEARANCE BETNIEEN UNTREATED MUSILLS AND EARTH. 12" MINIMUM CLEARANCE BETWEEN FLOOR BEAMS AND EARTH. 18" MINIMUM CLEARANCE BETWEEN FLOOR J01ST5 AND EARTH. LOADING ROOF 15 PSF DEAD LOAD + 25 MF LIVE LOAD = 40 P5F FLOOR 10 MF DEAD LOAD + 40 PW LIVE LOAD 50 PSF COLIN& 5 MF DEAD LOAD + iO P5F LIVE LOAD - 15 PSF DECK 5 PW DEAD LOAD + 60 P5F LIVE LOAD = 65 PSF INTERIOR PARTITION = 7 PSF EXTERIOR PARTITION = 10 PSF WOOD BEARING ON OR INSTALLED WITHIN)s" OF MASONRY OR CONCRETE TO BE TREATED WITH AN APPROVED PRESERVATIVE. SOLID BLOCKING OF NOT LESS THAN 2x THICKNESS SHALL BE PROVIDED AT ENDS AND AT ALL SUPPORT OF JOISTS AND RAFTERS. ANCHOR BOLTS TO BE PER SHEAR WALL SCHEDULE AND FOUNDATION PLAN. 7" MINIMUM EMBEDMENT. ALL METAL FRAMING ANCHORS AND HANGERS SHOWN ON DRANIN65 SHALL BE STRONG TIE CONNECTORS AS MANUFACTURED BY SIMPSON COMPANY. PROVIDE FIREBLOCKIN6 IN CONGEALED SPACES OF STUD WALLS 4 PARTITIONS, INCLUDING FURRED SPACES 4 PARALLEL ROWS OF STUDS OR STAGGERED STUDS AS FOLLON5, I. VERTICALLY AT THE CEILING 4 FLOOR LEVELS. 2. HORIZONTALLY AT INTERVALS NOT EXCEEDING 10 FEET. PROVIDE FIREBLOGKIN6 AT OTHER LOCATIONS PER 2015 IRG R502.11. INSULATION 4 MO 1 STURE F OTEGT 1 ON 6ENERAL 6ENERAL PLANS COMPLY WITH THE 2015 INTERNATIONAL RESIDENTIAL CODE. UNLESS NOTED OTHERWISE, INSULATION SHALL CONFORM TO THE WASHINGTON STATE ENERGY GORES. INSULATION BAFFLES TO MAINTAIN I" CLEAR SPACE ABOVE INSULATION. BAFFLES TO CONTRACTOR SHALL VERIFY ALL NOTES, DIMENSIONS AND CONDITIONS PRIOR TO EXTEND W ABOVE BATT INSULATION 4 12" ABOVE LOOSE FILL INSULATION. INSULATE BEHIND CONSTRUCTION. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING AS REQUIRED UNTIL BATHTUBS,'SHONER5, PARTITIONS AND CORNERS. PROVIDE FACE STAPLED BATTS OR FRICTION ALL PERMANENT CONNECTIONS HAVE BEEN MADE. IT 15 THE CONTRACTORS RESPON5I5ILITY FIT FACED BATTS. PROVIDE 4 MIL (0.004") POLYETHYLENE VAPOR BARRIER AT WALLS OR USE TO IDENTIFY ALL DISCREPANCIES TO THE ARCHITECT AT THE TIME THEY ARE NOTED. PVA PRIMER WITH A DRY CUP PERM RATING OF ONE (MAX). PROVIDE R-10 INSULATION UNDER DIMENSIONS TAKE PRECEDENCE OVER SCALED DRANIN65. ELECTRIC. WATER HEATERS. CODES: INFILTRATION CONTROL ALL APPLICABLE CODES AND AUTHORITIE5 HAVING JURISDICTION SHALL BE FOLLOWED 1. EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, OPENINGS BERNEEN WALLS AND 1. 2015 INTERNATIONAL RESIDENTIAL CODE (IRC) WITH WASHINGTON STATE AMENDMENTS FOUNDATION$ BETWEEN WALLS AND ROOF AND BETWEEN WALL PANELS, OPENINGS AT (NSA) EXCEPT CHAPTERS 11 AND 25 THROUGH 42 ARE NOT ADOPTED, WAG 51-51 PENETRATIONS OF UTILITY SERVICES THROUGH WALLS, FLOORS, AND ROOF, AND ALL 2. 2015 INTERNATIONAL BUILDING CODE (IBC) WITH WASHINGTON STATE AMENDMENTS (NSA) OTHERS SUCH OPENINGS IN THE BUILDING, ENVELOPE, INCLUDING, ACCESS PANELS INTO INA051-50 UNHEATED SPACES, SHALL BE SEALED, CAULKED, 6A5KETED OR WEATHER-STRIPPED TO 5. 2015 INTERNATIONAL MECHANICAL CODE (IMG) KITH NASHINGTON STATE AMENDMENTS LIMIT AIR INFILTRATION. (WSA) WAG 51-52 2. ALL EXTERIOR DOORS, OTHER THAN FIRE -RATED DOORS, SHALL BE DESIGNED TO LIMIT AIR 4. 2015 UNIFORM PLUMBING CODE (UPC) WITH WA5HINSTON STATE AMENDMENTS, WAG 51-56. INFILTRATION AROUND THEIR PERIMETER WHEN IN A CLOSED POSITION. DOORS BETWEEN 5. 2015 INTERNATIONAL FIRE GORE WITH NASHINGTON STATE AMENDMENTS, WAG 51-54A. RESIDENCE AND GARAGE ARE NOT CONSIDERED "FIRE -RATED" AND MUST MEET THE ABOVE REQUIREMENT. 6. 2015 WASHI NSTON STATE ENERGY CODE, RESIDENTIAL PROVISIONS (WSEC). WAG 51-IIR. 5. ALL EXTERIOR WINDOWS SHALL BE DESIGNED TO ADMIT AIR INFILTRATION INTO OR FROM BUILDING THE BUILDING ENVELOPE WHICH SHALL BE SUBSTANTIATED BY TESTING TO STANDARD ASTM CONSTRUCTION TYPE, V-B E 28575. SITE BUILT AND MILLWORK SHOP MADE WOODEN SASH ARE EXEMPT FROM OCCUPANCY GROUP, R-3 TESTING BUT SHALL BE WEATHER-STRIPPED, CAULKED AND MORE TIGHTLY FITTING. 4. RECESSED LIGHT FIXTURES TO LIMIT AIR LEAKAGE PER WS.E.G. PIPING FOR HOT WATER / STEAM SYSTEMS OF PIPING FOR CONTINUOUSLY CIRCULATING HOT LOCAL JURISDICTION REQUIRES YES WATER SERVICE 15 REQUIRED TO BE INSULATED PER THE IN.SM.C. HOT WATER PIPING SHALL BE DWELLING UNIT FIRE SPRINKLER INSULATED TO A MINIMUM OF R-5 PER W.S.E.C. R405.5.5. MECHANICAL SYSTEM PIPING SHALL BE SYSTEM PER IRC APPENDIX R ®NO INSULATED TO A MINIMUM R-6 PER NS.E.C. R405.4 VAPOR;BARRIERS / GROUND COVERS AN APPROVED VAPOR BARRIER SHALL BE PROPERLY INSTALLED IN ROOF DECKS, IN ENCLOSED RAFTER SPACES FORMED WHERE CEILINGS ARE APPLIED DIRECTLY TO THE UNDERSIDE OF ROOF RAFTERS, AND AT EXTERIOR WALLS. INSET STAPLED BATTS WITH A FERN RATING LESS THAN ONE MAY BE INSTALLED IF THE VAPOR BARRIER 15 TO THE WARM SIDE, STAPLES SHALL BE PLACED NOT MORE THAN 8" O.G. AND 6AP5 BETWEEN THE FACING AND THE FRAMING SHALL �q� #� j/ � I T� Y iO NOT EXCEED 1/I6" (�1'\ GENERAL VAPOR RETARDERS AT WALLS PER IRC R702.7 ALL FOOTINGS TO BEAR ON FIRM, UNDISTURBED EARTH BELOW ORGANIC SURFACE SOILS. ALL A GROUND COVER OF 6 MIL (0.006") BLACK POLYETHYLENE OR EQUIVALENT SHALL BE LAID BACK FILL MATERIAL SHALL BE THOROUGHLY COMPACTED. FOUNDATION VENTS SHALL NOT INTERFERE WITH THE DIRECT LOAD PATH OF COLUMNS. OVER THE GROUND IN ALL CRAWL SPACES. THE GROUND COVER SHALL BE OVERLAPPED ONE FOOT AT EACH JOINT AND SHALL EXTEND TO THE FOUNDATION WALL. CLIMATIC AND GEOGRAPHIC DE516N CRITERIA GROUND c,NOW LOAD WIND DESIGN SEISMIC DESIGN CATEGORY 5IJaxoT TO DAMAGE fROM WINTER DESIGN TEMP ICE B�` UNDER- LEMIRE REQUIRED FLOOD AIR FR�EX INDEX MEAN ANNUAL TEMP SFEEp (M'W TOPO- 6RAPHIG EFFECTS SPECIAL WIND REGION WIND-BORNE DEBRIS ZONE WEATtERINb FROST LINE DEPSH TERMITE 25pbf 65 D2 MODERATE 1 IS° SLICIRTTO MODERATE ND EQUIVALENT FLUID PRESSURE - 55 F.G.P. UNRESTRAINED WALLS) 50 P.G.F. (RESTRAINED WALLS) DOORS, N I NDONS AND 5f<NrL 16HTS 6ENERAL THE REQUIRED EGRESS DOOR MAY HAVE A MAXIMUM 7 %' STEP FROM TOP OF THE THRESHOLD TO A MINIMUM 56" DEEP LANDING ON THE EXTERIOR SIDE OF THE DOOR. OTHER EXTERIOR DOORS MAY HAVE A MAXIMUM (2) 7 g/4 STEPS TO A MIN. 56" DEEP LANDING. ALL GLAZING SHALL MEET THE REQUIREMENTS OF THE 2015 N.S.E.C. TABLE R402.1.1 UNLESS NOTED OTHERWISE. ALL SKYLIGHTS AND SKYWALLS SHALL HAVE LAMINATED GLASS UNLESS NOTED OTHERWISE. ALL BEDROOM EMERGENCY EGRESS WINDOWS SHALL HAVE A MINIMUM NET CLEAR OPENING OF 5.7 SQUARE FEET. MINIMUM NET CLEAR OPERABLE WIDTH OF 20" AND A MINIMUM NET CLEAR OPENING HEIGHT OF 24", MAXIMUM SILL HEIGHT OF 44" MEASURED FROM THE FINISHED FLOOR TO THE BOTTOM OF THE CLEAR OPENING. OPERABLE WINDOWS WITH A SILL OF MORE THAN -12" ABOVE FINISHED THE GRADE OR SURFACE BELOK TO BE A MINIMUM OF 24" ABOVE ADJACENT FINISHED FLOOR. SAFETY 6LAZING LOCATIONS PER 2015 IRO SECTION R506.4 R506.4.1 GLAZING IN ALL FIXED AND OPERABLE PANELS OF SWIN61N6, SLIDING AND BI-FOLD DOORS. R306.42 GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL ADJACENT TO A DOOR WHERE THE BOTTOM EDGE 15 LESS THAN 60 INCHES ABOVE THE FLOOR 4 THE GLAZING 15 EITHER WITHIN 24 INCHES OF EITHER SIDE OF THE DOOR IN THE PLANE OF THE DOOR IN A CLOSED P051TION OR ON A WALL PERPENDICULAR TO THE.; : , PLANE OF THE DOOR IN A CLOSED POSITION 4 WITHIN 24 INCHES OF THE HINGE,, SIDE OF AN IN -SWINGING DOOR. RSODAS GLAZING IN AN INDIVIDUAL FIXED OR OPERABLE PANEL THAT MEETS ALL OF THE FOLLONIN6 CONDITIONS. I. THE EXP05W AREA OF AN INDIVIDUAL PANEL 15 LARGER THAN q SQUARE 'EET; 2. THE BOTTOM EDGE OF THE GLAZING 15 LESS THAN W' ABOVE THE FLOOR; 5. THE TOP EDGE OF THE GLAZING 15 MORE THAN 56" ABOVE THE FLOOR; AND 4. ONE OR MORE WALKIN6 SURFACES ARE NITHIN 56" MEASURED HORIZONTALLY AND IN A STRAIGHT LINE, OF THE GLAZING. R506.4.4 GLAZING IN GUARDS AND RAILINGS, INCLUDING STRUCTURAL BALUSTER PANELS AND NONSTRUCTURAL IN -FILL PANELS, REGARDLESS OF AREA OR HEIGHT ABOVE A NALKING SURFACE. R506.4.5 GL4ZI1116 IN WALLS, ENCLOSURES OR FENCES CONTAINING OR FACING HOT TUN-' SPAS, NHIRPOOLS, SAUNAS, STEAM ROOMS, BATHTUBS, SHOWERS AND INDOOR OR OUTDOOR 5WIMMIN6 POOLS WHERE THE BOTTOM EXPOSED E06E OF THE GLAZING 15 LESS THAN 60 INCHE5 MEASURED VERTICALLY ABOVE ANY STANDING OR WALKING SURFACE. R508.4.6 GLAZING WHERE THE BOTTOM EXPOSED EDGE OF THE GLAZING 15 LESS THAN 56 INCHES (4114 MM) ABOVE THE PLANE OF THE ADJACENT WALKING SURFACE OF STAIRWAYS, LANDINGS 5M7r=EN FLIGHTS OF STAIRS AND RAMPS. R06.4.7 GLAZING ADJACENT TO THE LANDING AT THE BOTTOM OF A STAIRWAY INHERE THE GLAZING 15 LESS THAN 56 INCHES ABOVE THE LANDING AND AM41N A 60" HORIZONTAL ARC LESS THAN 160 DEGREES FROM THE BOTTOM TREAD NOSING. FOR EXCEPTIONS SEE IRC, SECTION R508.4 SWr:;=T I N]7�X REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 4 2020 City of Tukwila BUILDING DIVISION SHEET # I DESCRIPTION -7U FZ1 AO SITE PLAN Al COVERSHEET A2 50HEDULE SHEET A5 DETAIL SHEET E'~FE1MF� A4 FOUNDATION PLAN w• A5 MAIN FLOOR FRAMING PLAN AG, MAIN FLOOR PLAN A'/ UPPER FLOOR FRAMING PLAN e 1S Nor. A6 UPPER FLOOR PLAN ` *; �M"*' .o Aa ROOF FRAMING PLAN AIO EXTERIOR ELEVATIONS 'sy,` "� s��6 All EXTERIOR ELEVATIONS Al2 BUILDING SECTIONS CORRE TION 51 LATERAL - SHEAR HALLS, HARDWARE 4 5TRUCT. NOTES 52 LATERAL - DETAILS FROM ENGINEER m NZ��J-N pp =OaK��a�ZNZ c>Fw�zawmgLLw �jyppw°z�++.yapo R_¢za Wo3-R'.9 f 3F Op 2.Z=w Z� N F'f.a pp KJY •F�2�N�Z ��mO�'ogiOpa�N w wwa�o �s� WZV¢�ipwci€ma (n w �s'NaLp"pF<moa� ao¢°N'�¢prcorc azw��s�>�awaa h I- to z U W p w j � H LW Z N oX3 3U 3 h v Ae t , v fa. 4� woo Z vv jv)C Z 01 m 22 DRAWN BY: DATE: JRA 2015 PROJECT MANAGER: CHARLES PATTON REVISED BY: DATE: AO Oq/22/11 AO OS/06/10 AAO 10/2/I0 LATERAL BY: DATE MEI 8/6/Iq LATERAL JOB NUMBER: 017-645 1 ANW WOODINVILLE OFFlCE JOB NUMBER: la©1"74 MINIMUM 56" WIDE FELT PAPER PER PLAN TRU55 PER PLAN 25 GUAGE GALVANIZED VALLEY FLASHING, S" MINIMUM FROM EACH SIDE OF VALLEY CENTER LINE INTERIOR PARTITION SHEETROGK BACKER TO WALL BELOW PER BE NAILED ® TOP OF PLAN I HALL 6 MOTTO TRUSS, TRU55 PER PLAN I I SHEETROGK BACKER TO ROOFING MATERIAL 8 BE NAILED 0 TOP OF SHEATHING PER PLAN WALL 8 NOT TO TRUSS, ROOF STRUCTURE PER PLAN TYP. TRU55 PER PLAN I I SHEETROOK BACXER ROOF VALLEY FLA5H I NG 2 WALE. I" = 1'-0" o CEILINGS SCALE: NOT TO WALE SIDING OVER BUILDING PAPER OVER SHEATHING OVER 2x 571JD WALL PER PLAN BATT INSULATION PER PLAN 26 GUAGE GALVANIZED COUNTER FLASHING W FELT PAPER PER PLAN 26 GUAGE GALVANIZED FLASHING ROOF STRUCTURE PER PLAN ROOFING MATERIAL II 5HEATHING PER PLAN 0� ROOF TO YiALL FLA5HING 5 SCALE- NOT TO SCALE VAPOR RETARDER FLOOR 4 MI. POLY FACE STAPLED BACKED BATTS PLYWOOD w/ EXT. GLUE WALL 0 4 MI. POLY FACE STAPLED BACKED 5ATT5 QX PVA PAINT CEILING 0 4 MI. POLY 0 FACE 5TAPLED BACKED $ATT5 0 PVA PAINT NOT REQUIRED IF VENTILATION SPACE AVERAGE 12" ABOVE INSULATION PRESCRIPTIVE ENERGY CODE COMPLIANCE SIMPLE HEATING SYSTEM SIZE WINDOW, SKYLIGHT & DOOR SCHEDULE - is ly WHB1O O 3 - c0 n This project will use the requirements of the Prescriptive Path below and incorporate the minimum values listed. In addition, based on the size of theN structure, the appropriate number ofaddjtioral credits are checked. This heating system sizing is based on the Prescriptive Requirements of the 2015 Washington State Energy -Code. This is heating only. ACCA procedures for sizing cooling systems should be used to determing cooling. Indoor Design Temperature 70 Outdoor Design Temperature 20 Design Temperature Difference Indoor - Outdoor Design Temp 50 Conditioned Floor Area 2520 Conditioned Volume 22391.47 Glazing CONDITIONED FLOOR AREA: 2520 SUM OF UA FOR HEATING SYSTEM SVJNG: 174.0 SUM OF ALL GLAZING AREAS FROM BELOW: 531 (DOES NOT INCLUDE EXEMPT DOOR & WINDOW) -;LAZING 10 FLOOR AREA RATIO: EXEMPT DOOR AND WINDOW ROOM U-VAL CITY w H AREA UA All Climate Zones E%EIAPTSWINGING DOOR (24S.F. MAX). o.00 o.00 Fenestration U-Factorb Skylight U-Factor Glazed Fenestration SHGCbe Ceiling. Frame Wall9 - Mass Wall R-Value' Floor ck R-Valuea - U-Factora With Use of Credit -1a E.LJPTWINDOW.(15 S.F. MAX). 0.00 0.00 SUM OF AREA AND UA FOR HEATING SYSTEM SIZE ONLY: EXTERIOR DOORS (OPAQUE) ROOM TYPE REF UNAL Ott W H 0.0 0.0 n/a 0.30 0.28 U-Factor AREA UA n/a 0.50 GARAGE IDOOR IWSEC 0.33 1 2.67 6.67E() n/a n/a gWood =oarc ogz� rc�y�iiwn soli a w`Fw�,iNo(n� oM�Fio�Fzdz Zwa wopo.b-! -M'€ FOYER DO(+R WSEC 0.33 1 3:50 B.00 49' 0.026 DOOR WSECmrcuiwyrczyl-ww AREA WEIGHTED U=UA7AREA: VERTICAL GLAZING (ALL WINDOWS ARE DOUBLE GLAZED.U-FACTORS ARE DETERMINED INACCORDANCE WITH NFRC 10C ROOM TYPE REF MODELFRAME GAS LO-E EPKG U-VALSPCRSOTY IN H AREA UA 21 int 0.056 b 21/21 0.056 301 0.029 38 R-Value (0.025) STAIR PICTURE MILGARD 8320 VINYL ARGON. YES 3D 0.30 EDGE- 1 2.50 7.50 16.75 5.63 Below Grade Wall 10/15/21 mt+ TB 0.042 R-10 perimeter & entire slab Sum of UA from Glazing Schedule 174.0 Slab R-Value & Depth 10, 2 ft n/a R-10 perimeter & entire slab Aftic R 49 Other: U-Factor 0.026 X Area F 1480 = UA F 38.48 For single rafter- orjoist-vaulted ceilings, the insulation maybe reduced to R-38. Table R4021.1 footnotes included on Sheet Ai. Each dwelling unit in a residential buildingshall comply with sufficient options from Table R406.2 so Single Rafter or Joist Vaulted Ceilings as to achieve the following minimum number of credits:. U-Factor :. X Area, = UA ❑1. Small Dwelling Unit: 1.5 points R-38 0.027 Dwelling units less than 1500 square feet in conditioned floor area with less than 300 Other: square feet of fenestration area. Additions to existing building that are 500 square feet of heated floor area but less than 1500.square feet Above Grade Walls U-Factor X Area = UA Ea2, Medium Dwelling Unit: 3.5 points R-21 + R-10 HEADERS 0.056 2458.5F 137.68 All dwelling units that are not included in #1 or43. Exception: Dwelling units serving Other: R-2 occupancies shall require 2.5 credits. Floors U-Factor X Area = UA ❑3. Large Dwelling Unit: 4.5 points R-30 0.029 1485 43.07 Dwelling units exceeding 5000 square feet ofcondifioned floorarea. Other: ❑4. Additions less than 500 square feet: .5 credits Below Grade Walls U-Factor X Area = UA FOYER PICTURE. MILGARD 8320 VINYL ARGON YES 3D 0.30 EDGE 2 1.50 7.50 DEN CASE MILGARD 8521) VINYL ARGON YES 3D. 0.29 EDGE 2 2.50 6.00 PANTRY- PICNRE MILGARD .8320. VINYL ARGON YES 30 0.3D EDGE. 2 1.50 3.00 DINING PICNRE MILGARD 8320 VINYL ARGON YES 3D 0.30 .EDGE" 2 2.50 4.50 DINING PICTURE MILGARD. 8320. VINYL ARGON YES 30 0.30 EDGE 2 2.50 6.00 DINING S.G.O. .MILGARD 8621 VINYL ARGON YES 3D 0.30 EDGE 9 8.00 8.56 GREATRM CASE MILGARD 8520 VINYL ARGON YES 3D 0.29 EDGE 1 2.50 6.00 GREATRM PICIURE MILGARD 8320 VINYL ARGON YES 3D 0.30 EDGE 3 2.50 6.00 GREATRM PICTURE MILGARD 8320' VINYL ARGON- YES - 3o 0.30 EDGE. 4 2.50 1.50 STAIR PICTURE MILGARD 8320 VINYL ARGON YES 3D. 0:30 EDGE 2 2.50 4.50 LAUNDRY CASE MILGARD B620' VINYL ARGON YES 3D 0.29 EDGE 1 Z50 4.50 BEDRM 3 CASE MILGARD 8520 VINYL ARGON YES 3D. 0.29 EDGE 2 2.50 4.50 BEDRM 3 PICTURE MILGARD 8320 VINYL ARGON YES 3D 0.30 EDGE 2. 2.50 1.50 WIC PICTURE MILGARD 8320 VINYL ARGON YES 30 0.30 EDGE-. 1 1.50 3.00 BEDRM 2 SLIUStR MILGARD 8120 VINYL ARGON YES 3D MAX 0,30 E.MAX 1 5.00 4.50 M BATH CA MILGARD 8520 VINYL ARGON YES 3D 0.28 EDGE T 1.50 3.OD M BATH ISLIDER MILGARD 8120 VINYL ARGON YESI 3D MAX 0.30 E. MAX 1 7.50 4.50 MSTRBR IPICIURE MILGARD 8320. VINYL ARGON YES 30 0.30 EDGE. 1 8.00 4.50 MSTR BR CASE MILGARD 8520 VINYL ARGON YES 3D 0.29 EDGE. 2 2.50 4,50 BONUS SLIPIR MILGARD 8120. VINYL ARGON- YES 3D MAX. 0.30 E. MAX 1 7.50 4.50 BONUS- PICTURE' MILGARD 8320. VINYL ARGON YES 3D 0.30 E EDG 3 2.50 4.50 2Z50 6.75 aOlixw 30.00 8.70 y�H•�0:oii�iici 9.00 2.70 wo�a�p-Eg-Egoawz 22:50 6.75 w`amu�azww w wwazo Mwj 30.00 -9.00 64.00 19.20 �zZaMao�Moo 15.00 4.35 0,nn.< M= -jS 45.00 13.50 z31�iT a3,j.b.-: .o - 15.00 4.50 wg oFam W 22-50 6.75 )KUwZFF KoowaV 11:25 3.26 azwF-�m>En.,,.aa 22.50 6.53 50 2.25 44' ) N 4.50 ,35 v . 22.50 6.75 OV 4.50 1.31 y C`% 3 33.75 10.13 < in Z 36.00 10.80 U W 31101- 22.50 6.53 `0 U W 33.75 10:13 33.75 10.13 L I V v 0.00 0.00 Z N DL 0.00 0. Cc ENERGY CREDIT OPTION DESCRIPTIONS R-21 Interior 0.042 R-10 Continuous exterior 0.064 Othef: Slab Below Grade F-factor X Length = UA Thermal brk sl edge 0.57 Other: Slab on Grade F-factor X Length = UA R-10 2' perimeter 0.54 R-10 Fully insulated 0.36 Other: Sum of UA 393.27 Envelope Heat Load 19663 Btu / Hour Sum of UA X Design Temperature Difference Leakage Heat Load 12091 Btu /Hour ((Volume X 0.6) X Design Outdoor Tenp) X.018)) Building Design Heat Load _.;. 31755 Btu Hour Air Leakage +EmelopeHeatLoss Building and Duct Heat Load 1.1 349301 Btu / Hour Use 1.1 If ducts are located in unconditioned space: Sumof Building Heat Loss X-1.1 Use 1 if ducts are located in conditioned space: Sum of Building Heat Loss X 1 Maximum Heat Equipment Output 1.4 48902 Btu / Hour Use 1.4 for forced air furnace: Building $DUCT Heat Loss X 1.4. Use 1.25 for heat pump: Building & Duct Heat Loss x 1.25 SUMOFAREA ANDUA: 526.75 OVERHEAD GLAZING AREA WEIGHTED U= UAIAREA:- ROOM YPE REF MODELF ME. GAS LO SLAVERS U-VAL niY W H AREA BATH2 SKYi IGHT MILGARD 790 ALUM ARGON YES DBL 0.49 1 2.00 200 4.00 SKYLIGHT MILGARD 790 ALUM ARGON YES 08L 0.49 OGG SUMOFAREA.ANDUA: -4.00 AREA WEIGHTED U=UA/AREA: 156.97 0.30 UA 1.96 0.00 1.96 0A9 0.- 3 0 x 3 3 3 2 pO O O m r , � W V "Win " W in A/ O N ^^ LT LU < 7 Lu Z z t to C u_ N ti �rn Option Description Credit(s) 1a Efficient Building Envelope 1a 0.5 O g 1b Efficient Building Envelope 1b 1.0 ❑ 1C Efficient Building Envelope 1c 2 0 VERTICAL GLAZING IN UNHEATED SPACES ROOM TYPE REF MODELFRAME GAS LO-ELAYERS U-VALSPCRS CITY W H AREA 1d Efficient Building Envelope 1d 0.5 ❑ 2a Air Leakage Control and Efficient Ventilation 2a 0.5 ❑ 0.00 2b Air Leakage Control and Efficient Ventilation 2b 1.0 ❑ SUMOFVERTICAL GLAZING IMUNHE47EDSPACES' 0.00 (not included ins= ofali glazing above) OVERHEAD GLAZING IN UNHEATED SPACES ROOM TYPE REF MODELFRAME GAS LO-ELAYERS LWAL OTY W H AREA Sh1 -IGHT srvucHlr o.ao GLAZING IN UNHEATED SPACES: 0.00 (not (not included in sum of all glazing above) 2c Air Leakage Control and Efficient Ventilation 2c 1.5 ❑ 3a High Efficient HVAC 3a 9 y 1.0 1.0 3b High Efficiency HVAC 3b 1.0 E] 3C High Efficiency HVAC 3c 1.S El 3d High Efficiency HVAC 3d 1.0 ❑ AIR LEAKAGE Building Volume= 22391.47 cubic feet Components of the building thermal envelope as listed in TABLE R402.4.1.1 shall be installed per manufacturers specifications to limit air leakage rate to not exceed 5 air changes per hour (ACH) AIR LEAKAGE CALCULATION (maximum blower lest CFM) CFMsa & ACTUAL Blower test result maximum ACH CFMsoo I, = BLDG VOL (11) X5 ACH 160 min = 1866 cfm cfm ` v O < Z Q X Q H Z 3:AUTOMATIC LLI V Q V F- ' Z 4 High Efficiency HVAC Distribution System 1.0 ❑ Sa Efficient Water Heating 5a 9 0.5 0.5 ❑Air 5b Efficient Water Heating5b 1.0 ❑ 5c Efficient Water Heating 5c 1.5 1.5 9 5d Efficient Water Heating5d 0.5 ❑ ROOF VENTILATION Standard Truss / Scissor Truss Roof Framing Assembly: UPPER ROOF AREA 6 Renewable Electric Energy j I*1200 kWh ❑ Total Credits 3.5 Roof Area : - ' 1480 s.f. Ventilation Required: 1480 s.f. x 144 / 300 = 710.4 s.i. Req'd WHOLE HOUSE VENTILATION VENTILATION USING EXHAUST FANS (IRC M.3(l) .4) OPTION 1. INTERMITTENT WHOLE HOUSE FANS 80 MIN. CFM @ 0.25 WG EXHAUST FANS FLOW RATING PER IRC TABLE M1507.3.3(i) OUTDOOR AIR DISTRIBUTED TO EACH HABITABLE ROOM BY INDIVIDUAL OUTDOOR AIR INLETS. Provide between 40% & 50% of the total required ventilation no more than 3 ft below the ridge or the highest point of the space. Remainder to be installed at eave vents. Upper Roof Ventilation: 0 OPTION 2. INTERMITTENT WHOLE HOUSE VENTILATION INTEGRATED WITH A FORCED -AIR SYSTEM (IRC M7507.3.5) PROVIDE OUTDOORAIRAT 80 CFM PER IRC SECTION M1507.3:3 MOTORIZED DAMPER CONNECTED TO THE AUTOMATIC VENTILATION CONTROL OPTION 3. INTERMITTENT WHOLE HOUSE VENTILATION USING A SUPPLY FAN (IRC M1507.3.6) PROVIDE OUTDOOR AIR AT 80 CFM @0.40 WG PER IRC TABLE M7507.3.3(7) INCH SMOOTH OR INCH FLEXIBLE OUTDOOR AIR INLET DUCT PER IRC TABLE M1507.3.6.2 TACK -DRAFT MANUAAMPERL SELECTION: CALIBRATED MANUAL VOLUME DAMPER MANUAL VOLUME DAMPER FLOW -REGULATING DEVICE VENTILATION SCHEDULE 2015 IRC SECTION M1507 AF50 Roof Jack (10" x T') = 50.00 s.t. each. - Upper Ventilation MINIMUM. = 7101 4 s.i. x 0.5 1 s.i. of each vent = E vents Upper Ventilation MAXIMUM = 710.4 s.i. x 0.5 / s.i. of each vent = 7 vents Pro de: 7-10"x7" mofjacks. Ventilation 350.00 s.i. - Ventilation area remainder for eave vents= 360.40 s.i. (Req'd vent -upper vent) SYMBOL LOCATION MINIMUM FAN REQUIREMENTS A Bath, Powder, Laundry Min. 50 cfm at 0.25" WG (IRC TABLE M1507.4) - Eave Ventilation:. Birdblocking: (3)2.25" dfaholes per bay 5.96 s.i. per Lf. 25/ reduction = 4.47 s.i. per Lf. Eave Ventilation Required = 360.40 s.i. / 4.47 s I per U. 80.63 i.f. Provide Minimum: 81 l:f. birdblocking. Ventilation = 362.07 sJ. ® B Kitchen Min. 100 cfm at 0.25" WG (IRC TABLE M1507.4) (Range hood or down draft exhaust fan rated at min.100 cfm at 0.10" WG may be used for exhaust fan requirement.) OPTION 4. INTERMITTENTTREEERYV N HOUSE VENTILATION M1507.SING HEAT RECOVERY VENTILATION SYSTEM (IRC M7507.3.7) Minimum Ventilation Provided = 712.07 si. IS GREATER THAN: 710.4 si. Req'd q' FOUNDATION VENTILATION O C Whole House Fan I Sized per "Intermittent Ventilation Flow Rate below. *Whole house fans located 4 ft. or less from interior grille to have a sone rating of 1.0 or less measured at 0.1" WG ROOF VENTILATION Standard Truss Scissor Truss Roof Framing Assembly: GARAGE ROOF AREA Crawls pace Area: 1118,SAf Ventilation Required: 1118 s.f. / 300 = 536.64 s.i. Req'd Use: 14" x 7" Foundation Vents Vent Area = 98 s.i. - 25% reduct.,1/4"mesh = 73.5 s.i. Vents Required = 536.64 s.i. / Vent Area = 7.30 s.i. Provide : 8 14" x 7" Vents, Area = 588 s.i. = Ventilation Provided 588.00 s.i. is Greater than 536.64 s.i. Req'd INTERMITTENT VENTILATION FLOW RATE Min. 80 at0.25"WG(IRCTABLEM1507.3;3(1)) (based on 2,520 s.f floor area & 3 bedrooms) (daily fractional operation time= 75 %) Roof Area: 224s.f. Ventilation Required: 224 s.f. x 144 / 300 = 107.52 s.i. Req'd Provide between 40% & 50% of the total required ventilation no more than 3 ft below the ridge or the highest point of the space. Remainder to be installed at eave vents; All fans to vent to outside. All other requirements of the 2015 WSEC and, the 2015 IRC section M1507 must be met. Upper Roofventilation: ALARM SCHEDULE AF50 Roof Jack (10" x 7") = 50.00 s.i. each. Upper Ventilation MINIMUM = 107.52 s 1. x 0.4 / s.i. of each vent = 1 vent Upper Ventilation MAXIMUM = 107.52 s.i. x 0.5 / s.i. of each vent = 1 vent Provide: 1 10"x7" roofjacks. Ventilation = 50.00 SJ. Ventilation area remainder for eave vents = 57.52 s.i. (Req'd vent -Upper vent) Use: 8 14" x 7" Foundation Vents 2015 IRC SECTIONS R314 & R315 * FOUNDATION VENTS SHALL NOT INTF_RFERE W ITH DIRECT LOAD PATH OF COLUMNS * INSTALL 6 MIL BLACK POLYETHYLENE VAPOR RETARDER GROUND COVER * LOCATE ONE VENT WITHIN 3 FEET OF EACH CORNER OFTHE BUILDING EXCEPT ONE SIDE OFTHE BUILDING SHALL BE PERMITTED TO HAVE NO VENTS. SYMBOL DESCRIPTION REQUIREMENTS SA Smoke Alarm *110 V interconnected w/ battery backup. *Installed on each floor, in each sleeping area, and outside each separate sleeping area. Installed not less than 3 ft from the door of a bath which contains a tub or shower Eave ventilation: Birdblocking: (3)2.25" Lf. - 25% reduction 4.47 s.i. per = ff. dia holes per bay = 5.96 s.i. per Eave Ventilation Required = 57.52 s.i. / 4.47 s.i. per I.f. = 12.87 Lf. Provide Minimum: 13 11 birdblocking. Ventilation = 58.11 s.i. DESIGNED BY: DATE: unless this prevents placement in a required location. Minimum Ventilation Provided = 108.11 s.f. IS GREATER THAN: 107.52 sf. Req'd TROY 1/2018 *Listed in accordance with UL 217 and to comply with NFPA 72. DRAWN BY: DATE: Combination *Installed on each floor, outside of each separate sleeping ROOF VENTILATION JRA 2018 SA CM Smoke area in the immediate Vicinity of the bedrooms, and in a Standard Truss / ScfssorTruss Roof Framing Assembly: REAR PORCH AREA PROJECT MANAGER: Alarm & bedroom that contains a gas fireplace in the bedroom or Roof Area : 123 s.f. i CHARLES PATTON Carbon adjacent bathroom. Ventilation Required: 123 s.f. x 144 1300 = P IS pT k$ i. Req'd REVISED BY: DATE - Monoxide *Smoke alarm requirements per above. Provide between 40% & 50% of the total required ventilation no more tha � j1(r id o• AO 09/22/li Alarm *Combination smoke & carbon monoxide alarms listed in the highest point of the space. Remainder to be installed at eave vents, r�4 "Eve :w ^°' av•,O AO 001/22/IQ accordance with UL 217 & UL 2034. Upper Roof Ventilation: &AO 10/2/19 VAPOR RETARDER AF50 Roof Jack (10" x 7") _ �'°°s$ ch. •t;�o - - FLOOR - - 4 MIL POLY - --' --- - -- - --- FACE STAPLED BACKED BATrs PLYWOOD W/ EXi GLUE U er Ventilation MINIMUM = 59.04 s.i. x 0.4 / s.i. of ea PP Q ems` �o ff �w,- S '•., ae�""mom°"'"' O LATERAL BY: DATE -- - - - _ - Upper Ventilation MAXIMUM = 59.04 s.I x 0.5 / s.i. of eat 6T�, '•••"......� �'V t �i ME8/6/19 WALL 4 MIL POLY FACE STAPLED BACKED BATTg EQVA PRIMER.. - - Provide 1i 10'x7" roofjacks. Ventil EGA I. LATERAL JOB NUMBER: OI?-643 - RIM RIM JOIST - - 4 MIL POLY - - � FACE STAPLED BACKED BATTs -PVA PRIMER -A - -- -- Ventilation area remainder for eave vents = 11.81 s.i. Eave Ventilation: of A ^ CEILING .. 4 MIL POLY 0 . - _ _ FACE STAPLED BACKED BATIS X PVA PRIMER I 0 -. .__. ._.:..- Birdblocking: (3)2.25" dia holes per bay = 5.96 s.i, per Lf. - 25% reduction = 4.47 s.i. per l.f. rf4i`1 REVIEWED FOR AEOEWED CITY OF -C UI,:%VILA Eave Ventilation Required = 11.81 s.i. / 4.47 s.i. per I.f. = Provide Minimum: 3 I.f. birdblocking. Ventilation = 2.641.1. 13.41 s.l. CODE COMPLIANCE Minimum Ventilation Provided = 63.41 s f. IS GREATER THAN: 59.04 s i. Req'dI/Al2 APPROVED OCT 16 2019 r- 50HEPULE5 FEB 0 4 2020 PERMIT CENTERT) IqIN.S.E.G. �0�� EROFFICE ANW W OBINU NUMBER: : of Tukwila�/ I ci0I74 SCALE: NOT TO SCALE 1144" dla. MIN. HANDRAIL, NOTE: 5PACING BETWEEN INTERMEDIATE CONTINUOUS FOR FULL GUARDRAIL MEMBERS TO BE SUCH THAT LENGTH OF STAIR / A SPHERE OF 4" d1a. SHALL NOT PA55 (NOTE: HANDRAIL GRIP THROUGH ANY OPENING R311 PER I.R.C.BIMF50N A55 ® EA. SIDE R311.i.8.3) / OR L5"10 ON ONE SIDE HANDRAILS PER I.R.G. R311.1.5 BALUSTERS TO CONFORM oTO I.R.G. R312.3 R - z 36" MIN. STAIRWAY iLl m O WIDTH PER I.R.G. 311.1.1 z BEAM PE PLAN z 10" MIN. W TREAD Q BELOW STAIR, cl INSTALL Y2" G.W.B. N CEILING 4 WALL5 a (3) 2x12 5TRINGER5 2x4 THRUST FIRE BLK'G BLOCK Q MID -SPAN 16d to 4" O.G. -' NOTE: GREATE5T AND (3) Sd TOE-NAIL5 ® LEAST TREAD 4 RISER J5T. OR BLK'G STRINGER TO THRUST BLOCK SHALL NOT VARY MORE ® FLR. BELOW THAN 3/e' (PER I.R.G. /� INTERIOR 5TA I R311.-1.5.1 4 R511.7.5.2) SCALE, V = I'-O" ® FLOOR/GRAWL SPACE BELOW FRAMING 4 FND. DIM. - FINISH PER ELEVATION SHEAR WALL PER OVER HOUSE WRAP PLAN B 50HEDULE OVER SHEATHING PER 2x STUDS PER PLAN PLAN ANCHOR BOLTS PER IV FLASHING FND. PLAN OR 2x WOOD TRIM STRUCTURAL NOTES PER PLAN P.T. MUD -SILL PER (OPTIONAL) I.R.G. R404.3 #4 BAR HORIZ. PER I.R.G. R405.1.3.1 °° ' TIGHTLINE \/ \ ' °• `11 ° z STORM Ter DRAIN IF \/\� : \\/\\\\"/ II ° //4 GONG. SLAB #4 BAR ® 45" O.G. W 4" HOOK � H 4" dla. PERF. FND. DRAIN w/ #4 BAR HORIZ. PER CONT. FILTER MEMBRANE 5" roll 5" LR.G. R403.1.3.1 SOCK" AROUND PIPE 611 FND. WALL GARAGE PRESCRIPTIVE BATT INSULATION PER PLAN T.46. PLYWOOD 5UBFLOOR, GLUED 4 NAILED LAP J015T5 b" 1 FLOOR J015T5 PER PLAN 2x BLOCK w/ BEAM PER PLAN Ibd TOE NAILS 2xbxl2 CLEAT w/ TO BEAM (2) Ibd NAILS INTO BEAM 4 (2) Ibd 51MP50N PB OR NAILS INTO COLUMN z MA6 OR T z APPROVED EQUAL P.T. POST PER PLAN ° 6 MIL. BLACK - '° 1 44 VAPOR BARRIER (2) #4 BARS CONTINUOUS CONTINUOU FOOTING NO WALL ® SIM. -7(e" PLYWOOD OR 0.5.5. SHEATHING NAILED w/ ad NAILS o 4" O.G. 4 SUPPORTED PANEL EDGE5 ad NAILS m 6" O.G. - (SHTG. TO BLK'G) BLOCK PER TRU55 SUPPLIER (4) Ibd TOE -NAILS PER BLOCK = ' , DRIP EDGE FLASHING REQ'D PER I.R.G. 2x6 BOTTOM Rg05.2.8.5 TRU55 CHORD / GOUT. METAL GUTTI FLASHING OVER TOP OF BEAM OVER FASCIA BOA NOTE: FLASHING 500 PER PLAN DETAILS BY OTHERS 220 ANGLED BRACE PER PLAN 2'-0" 2'-0" O.H. aa FLAT GE I L I NG COVERED AREAS I BEAM PER PLAN I FRAMING 4 FND. DIM. BUILDING LINE BEYOND TURN DOWN SLAB INTO CONT. FOOTING BEAM PER PLAN /y/� // ` ..c•° . r _> "_=___--_:- I\A /� /� j\\ a° ° i i �6E3&' PAPER BTW. 2x6 FULL HEIGHT /\\\/\\\/\\\/�' 41 WOOD 4 GONG. !IAI� �\ CRIPPLE EACH 51DE w/ \�//\�//\�// //�/ \ °�. v TOP FLANGE I R I I (2) ROWS Ibd SINKERS n' \ \ HANGERS PER PLAN I /\ /\ 4" GONG. SLAB ' \/\ I a 4" O.G. STAGGERED �THIGKENED SLAB P.T. MUD -SILL PER 2" FROM EDGE TO 24" / EDGE OF PORCH b BELOW BEAM /\\//\\//\\ ° ° .: \�\\\' STUB OUT #4 BAR \\// I.R.C. R404.3 ° ° : ° 24" ®IS" O.G.\// COUNTERSUNK ANCHOR - , 'a \\ \ I I ` BOLTS PER FND. PLANco) " ��\/� #4 BAR HORIZ. PER • // �I' ` OR STRUCTURAL NOTES z / I.R.G. R403.1.3.1 \\ I- #4 BAR HORIZ. PER l b A .14 z e, /\ I.R.G. R403.1.3.1 `� 4" dla. PERF. FND. DRAIN w/ CONTINUOUS POST PER PLAN BEYOND 24", USE I ROW g m n 6 MIL. BLACK V.B. GOUT. FILTER MEMBRANE Ibd NAILS a b" O.G. o ° "SOCK" AROUND PIPE 4" dia. PERF. /#4 BAR A4" ® 45" FND. DRAIN 4" d1a. PERF. 5' b 5" O.G. W 4" HOOK ILV4_ RE FIND DRAIN CONCRETE 2x STUDS PER PLAN — BATT IN5UL. PER PLAN FIN15H PER ELEVATION OVER HOUSE WRAP OVER SHEAR WALL o'?� PER PLAN 4 z SCHEDULE ®- o FRAMING 4 FND. DIM. Ibd o 4" O.G. %` T.4 G. PLYWOOD 5UBFLOOR, GLUED 4 NAILED FLOOR J5TS. PER PLAN (PARALLEL a SIM.) �BATT INSULATION PER PLAN �J 1-O U200 WUp WUW wQZ4Qa,ny�"�5>> �F'acoizaaNg4a a�waFNzmaorc QU OM�"a031-=Y''J'� NSF- oo a a ��mokN'o�Z�arc d NU�KFa-�O WKI In'w'Li' pZ ba-�W1pw�"'2 w UN-:¢ZFF Ny SEAM DETAIL WALL PORCH ` RA15ED FND. WALL w/ SLAB THICKENED 5LA�B @ O.H. DOOR 2 (�)�FND. (:�SCALE: � SCALE: NOT TO SCALE SCALE, ill = I'-0' (PRESGRIPTIVEU SCALE: I" = I'-0" (PRESCRIPTIVE) I° = v 0 GATT INSUL. PER PLAN FRAMING 4 FND. DIM. GATT INSUL. PER PLAN FRAMING 4 FND. DIM. 2x STUDS PER PLAN FRAMING 4 FND. DIM. FRAMING 4. FND. DIM. 2'-0" 2x STUDS 4 BATT INSUL. PER PLAN V SHEAR WALL PER PLAN 4 SCHEDULE 2x STUDS PER PLAN 5/4" T.4G. PLYWOOD SHEAR WALL PER PLAN 4 SCHEDULE 2x STUDS PER PLAN 3/4" T.4G. PLYWOOD BATT INSUL. PER PLAN 5/4" T.4 G. PLYWOOD SUBFLOOR, GLUED 4 NAILED SHEAR WALL PER T.4 %"T.4G. PLYWOOD L U FINISH PER ELEVATION SUBFLOOR, GLUED 4 NAILED FINISH PER ELEVATION 5UBFLOOR, GLUED 4 NAILED SHEAR WALL PER FLOOR J5TS. PER PLAN PLAN 4 SCHEDULE GLUED (- OVER HOUSE WRAP FLOOR JST5. PER PLAN OVER HOUSE WRAP FLOOR JST5. PER PLAN PLAN 4 SCHEDULE I 8d @ 6 O.C. Ibd ®6" O.G. $ NAILED FLOOR SHEATHING PER BATT INSULATION PER PLAN OVEN SHEATHING PER BATT INSULATION PER PLAN G.W.B. PER PLAN BATT INSULATION PER PLAN 16T5. PER PLAN POVER LAN --- --- Ibd @ 4" O.G. Ibd (p 4" O.G. 'Z' Ibd 0 4" O.G. DEL, V' Z' FLASHING FLASHING Ibd TOE -NAILS Ibd TOE -NAILS JSTS. 2x WOOD TRIM PER 2x WOOD TRIM PER ® b" O.G. ® roll O.G. PLAN (OPTIONAL) P.T. MUD -SILL PER PLAN (OPTIONAL) P.T. MUD -SILL PER 4" GONG. 5LAB > P.T. MUD-51LL PER 4" GONG. SLAB > • P.T. MUD-51LL PER F Ibd TOE 1 ' I.R.G. R404.3 z ' Ibd TOE -NAILS 1 1 II ^° I.R.G. R404.3 °` II ' °' LR.G. R404.3 ° I • °III I.R.G. R404.3 -NAILS 1 #4 BAR HORIZ. PER roll ' #4. BAR HORIZ. PER q .�I #4 BAR HORIZ. PER �' °,��'° #4 BAR HORIZ. PER �q ® 6" O.G. ° ll �i : I.R.G. R403.1.3.1 f 0 O.G. 4 : I.R.G. R403.1.3.1 f •' ..I.R.C. R403.1.3.1 f I.R.G. R403.1.3.1 F z H TIGHTLINE / \ ' °i ANCHOR BOLTS PER z TIGHTLINE / ' °° ANCHOR BOLTS PER FND. PLAN OR ° ° ° '' ° ANCHOR BOLTS PER '-.i=ND. PLAN OR ° ° ANCHOR BOLTS PER FND. PLAN 4x STORM DRAIN IF \//\ ;;: �1; ' FND. PLAN OR STRUCTURAL NOTES z _ STORMII; ��/, DRAIN IF �;I STRUCTURAL NOTES z �\\\\\ '°, nSTRUCTURAL NOTES z\\\\\\ II ' ', i OR STRUCTURAL NOTES/'°#4 BAR HORIZ. PER FL REQD /// :. I e #4 BAR HORIZ. PER i <t //////// / .: ;; #4 BAR HORIZ. PER V //////// / :, ' I ° #4 BAR HORIZ. PER Z I.R.G. R403.1.3.1 �p I.R.G. R403.1.3.1 p z K / ° ° jl I.R.G. R403.1.3.1a• II I.R.G. R403.1.3.1 LZ m 9L ° 6 MIL. BLACK V.B. z ro b MIL. BLACK V.B. m �\ .9 .' 6 MIL. BLACK V.B. m �\ _ 9 . 6 MIL. BLACK V.B. ///�'#4 48" O.G. / / //'#4 BAR ® 48" O.G. \ /#4 BAR ®48" . /i//#4 BAR ®48 4" dla. PERF. FND. DRAIN 5' roll BAR 5", w/ 4" HOOK 4" dia. PERF. FND. DRAIN w/ 5" roll 5" w/ 4" HOOK BITUMINOUS O.G. w/ 4" HOOK BITUMINOUS O.G. w/ 4" HOOK CONT. FILTER MEMBRANE CONT. FILTER MEMBRANE BITUMINOUS DAMP -PROOFING DAMP -PROOFING TOP OF 5" roll - 5"' DAMP -PROOFING TOP OF 5' roll 5" `SOCK" AROUND PIPE TYP. FND. WALL BITUMINOU5 DAMP -PROOFING TOP OF FTC. TO FINISH GRADE "SOCK" AROUND PIPE �,�� /� TYP. FND. ` ALL TOP OF FTC. TO FIN15H GRADE FTC. TO FINISH GRADE FND. 1NALL @ HOUSE/&ARA�GE FTC. TO FIN15H GRADE FND. 1NALL ® HOU5E/GA�RAC7E Y (JOI5T5 PARALLEL) SCALE: V = I'-0" PRESCRIPTIVE SCALE: I" = I'-0" PRESCRIPTIVE SCALE: I" = I'-0" PRESCRIPTIVE SCALE: V = 1'-0" PRESCRIPTIVE HOUSE WRAP OVER - 2xb STUD WALL, FLASHING FLANGE BAIT INSULATION O 'SIDING PER PLAN "Z" FLASHING PER MANUF. 5PEC5.—\ TRIM PER - ELEVATIONS 4x WINDOW HEADER PER PLAN WINDOW PER PLAN FILL CAVITY @ 4 SCHEDULE HEADER w/ RIGID SHIM AS NEEDED - INSULATION YAWfri v FLASHING VARIES Ix TRIM, EXTENDED 1115EYOND WALL SKYLIGHT SIZE PER PLAN w/ 4" MIN. CURB FLA5HING AS RECOMMENDED BY 2x6 BUILT-UP 2x 57UD5 PER PLAN MANUF. (I LAYER OF BATT INSULATION PER PLAN LAMINATED GLA55 a CURB A.F.F. / 2 5HEETROGK PER PLAN LAYERS TEMPERED BATT INSUL. PER PLAN GLA55 a-12'-0" A.F.F.) SHEAR WALL PER PLAN 4 50HEDULE DRYWALL BACKER / Ix TRIM TRIM PER - . ,, 1 FINISH SEALANT —�=,.. �� Ix TRIM, EXTENDED ELEVATIONS `� \� o I"BEYOND WALL HOUSE WRAP OPTIONAL Ix4 WOOD TRIM REVIEWED FOR FINISH OVER WINDOW ODE COMPLIANCE SHIM AS NEEDED FLASHING APPROVED FLANGE FINISH PER ELEVATION WINDOW PER PLAN OVER HOUSE WRAP SHEAR WALL PER FEB 04 2020 4 SCHEDULE 2xb STUD WALL, BATT OVER SHEATHING PER PLAN 4 SGHEDUL INSULATION ® SIDING PLAN / �TRU55 BEYOND 2x4 INFILL FRAMING 2x4 NAILERS 5/ell G.W.B. TRU55 BEYOND PER PLAN City of Tukwila BUILDING DIVISION TYP. W I NDOW H ADER TYP. W 1 NDOA 5I LL TYP I GAL CORNER FRAMING KYLI GHT SCALE: NOT TO SCALE I 5GAl - NOT TO SCALE I SCALE: NOT TO SCALE I SCALE. V - 1'-O" ROOFING MATERIAL PER ROOFING MATERIAL PER ROOFING MATERIAL PER ?/%" PLYW /6' PLYWOOD OR O.S.B. SHEATHING SHEATHIN ELEVATION OVER FELT NAILED w/ 8d NAILS a 4" O.G. 4 ELEVATION OVER FELT ELEVATION OVER FELT PAPER PER PLAN SUPPORTED PANEL EDGES PAPER PER PLAN PAPER PER PLANO.C. EDGES } TRU55 PER PLAN ad NAILS ®6" D.G. ; , TRUSS PER PLAN nECEIVED INSULATION BAFFLE, NOTE: _ CITY OF YiiKIVILAEXTEND 12" ABV. INSUL. w/ (5HTG. TO BLK'G) I" CLEAR AIRSPACE 2x6 T.4 G. PLYWOOD 5UBFLOOR OCT 16 2019 ` BOTTOM BLOCK PER Ti2U55 SUPPLIER VENTED 2x BLK'G w/ (3) 2" PER PLAN, GLUED 4 NAILED TRU55 CHORD (4) Ibd TOE -NAILS "--- did. HOLES PER 24" O.G. PER BLOCK PERMIT CENTER (BLK'G TO TOUGH TOP PLATE) /5IMP50N L550 ® 24" O.G. w DRIP EDGE FLASHING ' 2xb BOTTOM 2x6 BOTTOM r w ad NAILS ®4" O.G. REG'D PER I.R.G. TRUSS CHORD TRU55 CHORD (5HTG. TO BIRD BLK'(5) R Q I DRIP EDGE FLASHING CONT. METAL GUTTER REOV PER I.R.G. RD - J OVER FASCIA BOARD R9052.8.5. m Q PER PLAN a 18" DEEP, 2x4 OPEN WEB BLOGK/NAIL PER FLR. FLR. TRU55E5 PER PLAN j M/ram TRU55 SUPPLIER 4 / V'r F1rgSg�N BEAM PER PLAN LATERAL 'V SHEETS POST PER PLAN FIN15H PER ELEVATION OVER H0U5E 20775 WRAP OVER SHEATHING PER PLAN ^ [�72.STUDS PER PLAN srn� 2'-0" O.H. FLAT CEILING @ GARAGE EAVE5 1 ) SCALE: I" = I'-0" - .Iff /.Ix4 CONT. METALS GUTTER OVER FASCIA BOARD OVERHANG PER PLAN PER PLAN 2x4 SOFFIT w/ GONTIN. SCREENED VENT (V2' WIDE) FINISH PER ELEVATION OVER HOUSE WRAP OVER SHEATHING PER PLAN FLAT CE I L I NCG ® EAYE SCALE: I" = 1'-0" q� BATT INSUL. PER PLAN - 1-TRU55 PER PLAN 'SIMPSON HI CLIP' ® EACH TRU55 SIMPSON L550 ® 24" O.G. (BIRD BLK'G TO TOP PLATE) SHEAR WALL PER PLAN 4 50HEDULE OR HEADER � 15ATT INSULATION PER PLAN 4 5GHEDULE 1� DRAWN BY: DATE JRA 2015 PROJECT MANAGER: GHARLES PATTON REUSED BY: DATE AO Oq/22/1i AO 05/06/141 &AO 10/2/Iq LATERAL BY: DATE MEI 8/b/Iq LATERAL JOB NUMBER: 01-1-645 A� Al2 ANW WOODINMLLE OFFlCE JOB NUMBER: I q_� D5. O ------------- ---- I A5 I LINE OF FOOTINGS, TYPICAL I SLA5 ON GRADE A3 I 4" CONCRETE OVER (2 MIL. N I (BLACK) Y.B. OVER I 4" GRANULAR FILL, SLOPE 4" TO O.H. DOORS • I O �b 4'-0" Al2' Q O -1"xl4" SCREENED FOUNDATION VENTS (8) REQUIRED T 8 A3 7 STEP FND. V A3 A3 WALL ; O DS.O N - SIM. --1 I 4'-0" 2'-0" 4'-0" 4'-0" 4'-0" 2'-0" I, Q � O O 2'-0" :.2-0 4'-0" 4'_0" 4'-0" 4'-0" I I: n ) V.B. O < I I '• --__ _-- _ ______ b MIL. (BLACK O 16'-5" R.O. I ;2'_O" 2'_O° 4: O 4'_0" 4'-O" 4'-0' 4'-0" _.I._0,r b "x30"x12" DEBP GONG. FTC. #4 BARS KAY f r7•• 5 COLUMN BASE `- A3 . ,ABV. PER FRAMING PLAN. 5LAB ON 4" CONCRETE OVER 4" GRANULAR FILL STUB OUT #'4 I O BAR 24" ® I .. DS. • 18" O.G. l.' :: O 4'-0" I I v I . I. SIM. II LINE OF I.., AB NED T.IDSLL: �� ------------------1--- O L DS. O EDGE OF SLAB I cV _ cV X 'MHd-fB"x24" le, CRAWL SPACE ACCESS, INSULATE # WEATHERSTRIP c — — Q i r STUB OUT #4 •' -i : i :;r' ,i ,7 ® �D BAR 24" V. in. 3VXBO"XI:V DEEP GANG. FTC. i W (3) 04 BARS P EACH WAY y I b'-0" POSTS PER Q FRAMING .b PLANS, TYPICAL ? STEP FND. A3 WALL :4 �... j �. N •.� STEP FND. D5. e DS A3 N S LINE OF 4' GONG. OVER O WALL 4' GRANJLAR FILL ! ABOVE , rz ;: ":ri' •d' 5O'x5O'xl2' DEEP ° B ` GONG. FT6. W (5) l2" DELI' 6"' Ib" I`-O" b" GONG. Na. rTFT6. w/ (B) #4 BARS EACH WAY #4 BARS EACH WAY 56'-0" (OVERALL) B -AI2 FOUNDATION FLAN SCALE: 1/4" = 1'-0" r STEP FND. WALL �b I O m ZZ REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 4 2020 City of Tukwila BUILDING DIVISION I r iiN OWZ L"za0 w Z� OW _.. Wom ,... yam Z j 0 FNU� g3N }KU - oa.Z°wUj cn " V IDENTIFY LOT LINES Lot lines shall be established on site and made visible to verify distance of building setbacks the from lot lines, at time of footing/foundation inspection, prior to pouring concrete. A survey may be required to verify lot lines. PLEASE NOTE: Setback(s) shall be calculated and measured from the buildings finish face or comer of the building nearest the property line and not necessarily measured from the exterior foundation. NEC 250.52 Grounding Electrodes A concrete encased grounding electrode is required in all new concrete footings. The electrode shall consist of at least 20 feet of %" or larger reinforcement bar or Bare copper conductor not smaller than 4 AWG, and shall be located horizontally within that portion of a concrete foundation or footing that is in direct contact with the earth & encased by at least 2" of concrete. (NOTE: 20-foot rebar shall be one continuous piece tied alongside any vicinity footing rebar and shall protrude 8" min. above top of foundation wall near location of power panel.) OHM ��>�awaa all -- ------- --------- ----- -- FOOTING INSPECTION z (RE: Geotech report prepared for this site.) Over excavation requiring structural (engineered) fill shall (- comply with recommendations as outlined in the Z geotechnical report. Prior to requesting a footing inspection, the Geotech engineer of record shall verify the soils condition and provide an inspection report prepared and signed by the Geotech engineer. Geotech report shall verify that soils conditions including compacted fill shall satisfy specifications as outlined for footing/foundation construction. Geotech report shall be engineers `> presented to the building inspector at time of footing ^, inspection. --- -- -------------------- ------- 14 E VE1) Q TY CF •� , 1 L A 0 a OCT 16 2019 PERMIT CENTER Z TS.NOTA CI ' '1O e GJ :•qES�� FFW.d' : J DESIGNED BY: GATE: 1/2015 DRAWN BY: DATE: JRA ,a 2015 PROJECT MANAGER: - /j. ''•. °'�sy"�+L S4NILLEGP�y CHARLES PATTON • RENSED BY: DATE: AO Oq/22/I1 NOTE: SEE 'S' SHEETS FOR AO 08/06/19 LATERAL INFORMATION AAO 10/2/141 4 ENGINEERING DETAILS METAL er: 8/�/iq a OUND,4T1 ON NOTES: `a 1 CONTRACTOR SHALL VERIFY ALL NOTE5, LATERAL JOB NUMBER: OI?-643 DIMENSIONS 4 CONDITIONS PRIOR TO • CONSTRUCTION. 2. ALL FOOTINGS TO REST ON UNDISTURBED SOIL. A4/ 5. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. 4. SOFFIT, VENT 4 INSULATE CANTILEVERED AREAS. S. STEP FOUNDATION PER SITE CONDITIONS. 12 b. 1,500 P.S.F. ASSUMED 501L BEARING CAPACITY SHALL BE VERIFIED IN FIELD. ANW wooDiNMuE orncE JOB NUMBER: T. SEE SHEET Al FOR ADDITIONAL NOTES. Ig01�4 I 5/4" T.46. PLYWOOD GLUED 4 NAILED. STAGGER JOINTS, TYP. REVIEWED FOR COD E COMPLIANCE APPROVED FEB 0 4 2020 City Of Tukwila BUILDING DIVISION opl0 2 ene--42- t . RECEIVED CITY 0F"fj;K%%LA OCT 16 2019 PERIAIT CENTER co NOTE: SEE V, SHEETS F LATERAL INFORMATION 4 ENGINEERING DETAILS0.tECP FLOOR FRAMING NOTE 1. CONTRACTOR SHALL VERIFY ALL NOTES, DIMEN5ION5 4 CONDITIONS PRIOR TO CONSTRUCTION. 2., ALL FLOOR J015T5 TO BE 2XIO HF#2 FLOOR J015T @ 16" ON CENTER UNLESS NOTED OTHERWISE (U.N.OJ 5. PROVIDE SOLID BLOCKING OVER SUPPORTS. 4. PROVIDE FIRE BLOCKING a ALL PLUMBING :PENETRATIONS. 5. ALL Y400D IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. SEE SHEET Al FOR ADDITIONAL NOTES. BEAM SCHEDULE PLAN VIEW DESCRIPTION DROPPED BEAM DESIGNATED ON FLOOR PLANS. DROPPED BEAM DESIGNATED ON FRAMING PLANS. FLUSH AND TOP FLUSH BEAM DESIGNATED ON FRAMING FL UPSET BEAM DESIGNATED ON FRAMING PLANS. 12ZI OO�0 Z8 �zz' 4 Doi2 4.Z 0 nu I Z�z z'Nw Ng 2 U LU 3: LU LL mm 0 USmo " in L" Lu wN zs:l < z z v;k Z BY. DATE-. PROJECT MANAGER: I CHARLES PA17ON REVISED BY: DATE: ILATFIIAL IIY*. DATE, MEI 51,11;l LATERAL JOB NUMBER: 011-645 A5 Al2 JOB NUMBER: IcI01-74 Til 26 &A. STRAP AROUND N.H. TO WALL a TOP 4 LINE- OF WALL A5V. BOTTOM I---.----- — — FURNACE — — — — — 4 -161ATER HEATER - PER NOTES TO 4--0" W-O" THE RIGHT < '2-CAR, 61 4, F, 'ILATF'ORM @ FORM 16- °4" CONCRETE /oA AI2AALLS _4 6ARAC NOTE: INSTALL Y." G.W.B. a .TIGHT FITTING, THICK (MIN) SOLID CORE SELF CLOSINS, 4 POST5. r%all TYPE x o.m3. o lj� OOR CEILIN65 BEAMS. .0 1 2xb STUDS o— b ](21, O.C. rrp 21. cl -1 DN. 4 o GARAGE 4110 -31 -61- ,10-0 1 25. 1, 16- O.H. 6ARA6E DOOR MIN. 16"x24' BEAM POSTS PER CEILIN61 0 r.RArc SPACE Oi ACCESS, INSULATE Y A5V. FRAMINGIO'-_1 5/4' 4 YEATHER5TRIF ;t PLAN, 7Y'P. A.M.F. r 15"xID" BASE W I Q BE -AM ABV.— VENEER, TOP a A.M.F. NOTE: F05T To EASE FLA5HIN6 BY OTHERS WI 4'-0" 'JA[ALL A6V PDR Hylo 24(. IS Al2 r_1 POSTS PER FRAMIN r PLAN, 7YP. BEAM A5V COVERED GRADE -OUTDOOR 2'-0" 6-0" 6_0 '2'-0 < 2660 Pic CEILING o W-I A.M.F. V2616 PIG WALL ABV. aoe,o Pic BELOW — — — — — — --- - L 266GAS W/ 2616 PIG v4/:2616 Fir, p BELOW fj BELOW apao S.G.D. v4/ 5.6. Fir .266o S.G. 6 F.P. FLUE 1 2�4! R. IfMOT VENT GAS REPLACE PER DN. 61. CABINET r _�772x4 KNEE —OVEN L BELON —PREP. 15LAND F\ -1 x KITISHEW MIN m M11110 Ib f x FOYER it 4 -WARDY4000 2X(7 PLALL 12 7�PANTRY -HARVY4000 to gyp- 56" COOK TOP vil - x 5 Y2—X- HOOD VENT V.T.O. x .'= Q 36" WAI;?.D 5.6.- ON apa 1 DEN. 1___jE=nmL=jL_ 3680 616 CARPET SOFFIT DN. 1650 1650 PIC, S.G. TO 130T. OF Pic BEAM PIG 2 H.B. :2616 PIG ?(/ . I " " . .O �,: 5.6. SILL o /4" 5/4"�A,M*F, A.M.F. r, 0 ENTRY = f .2 266o LONG.IA5 CA5 'DN. To P05T5 PER 15"AV' BASE Y4/ PLAN, TYP. VENEER, TOP a V-6" A.M.F. _C 4`4. -0" -0 4--0" -01, T_011 :2--b" 2'-W :2--0, 10.-0.. a.-O., 8'-0.1 :20'-0'_O.. V 56-0" (OVERALL) MAIN FLOOR FLAN SCALE. 1/4" = 1'-0" op NOTE; P05T TO BASE FLASHING BY OTHERS 18"x15" BASE Yq/ VENEER, TOP a V-6" A.M.F. O z 71 �j El pxo.Z>� 'No z yo ONK Z.m op.gZmn�w <p. omb<o�-.�010 - p -.5F R,215O §zFd < V) 1C Lo z U LU 3t �u Lu U-j x _k U 0 ce 0 Uj Zvv < z i LU x z A U fill z nEoFmfm CITY OF'f U KWILA —A p N OCT 16 2019 L PERLUT CENTER y�PMP Ism vo, !L 19, .1 NOTE: SEE SHEETS F REVIEW ED FOR LATERAL INFORMATION ENGINEERING DETAILS CODO OMPLIANCE . DESIGNED BY: DATE APPROVED TROY I/2015 FLOOR PLAN NOES: DRAWN .1 DATE: 2 .IRA 015 A FEB 0 4 2020 '1 • CONTRAOTOR. SHALL VERIFY ALL NOTE5, PROJECT MANAGER; DIMENSIONS 4 CONDITIONS PRIOR TO CHARLES PATTON City Of Tukwila CONSTRUCTION. 2.' ININVOY6 4 DOORS ARE SHOWN $ NOTED AS REVISED BY: DATE-. BUILDING DIVISION NOMINAL SIZES. S. EXTERIOR WALLS TO BE 2x& STUDS, a 16" j AO Oq/22/1'7 AO nA/Of_/jd FURNACE INFORMATION - FURNACE NOTE: 6AS/FROPANE OR OIL H/ MIN. AFUE OF TYPE. TRAIN MOVEL. TUH25060AI15roVA MAX. BTU: 448q5/HOUR WATER HEATER INFORMATION_, WATER HEATER: ON DEMAND TANKLF-55 (GAS/PROPANE OR OIL) Y4/ MIN. EF OF 0.52 TYPE: RINNAi MODEL, RL75IN 1 4: 0.0. U.N.O. SOFFIT DOWN AREAS ARE SHADED. FAO 10/2/111 5. 0 INVIOATE5 POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. 6. SEE SHEET Al FOR ADDITIONAL NOTES. LATERAL BY. DATE: is SEE SHEET A2 FOR VENTILATION ANDALARM ME1 a /6 101 SCHEDULES. LATERAL JOB NUMBER: PROVIDE 5TAIRYAAY ILLUMINATION PER IRG 017-645 R305.1 4 R505.5 17Al2 rl ANW WOODINVILLE OFFICE 1JOB NUMBER: AREA 5UMMARY_ MAIN FLOOR: I I IS S.F. UPPER FLOOR: 1405 S.F. TOTAL HEATED AREA. 2520 S.F. GARAGE AREA: 420 S.F. COVERED AREA: :255 S.F. w 5/4" T.$G. PLYWOOD GLUED B NAILED. STAGGER JOINTS, TYP. 'A' DASH LINE OF ROOF GIRDER FLR. TRU55 /. DASH LINE OF POINT LOAD ABV. FURNACE B A.H. FLUE Q Vrv, m tl DASH LINE OF POINT LOAD ABV. DASH LINE OF I X : E.J. W/ bxb ANGLED �J BRACE BELOW qr ' 18 V I AE Tx POST 2_O2t_O O.H. 5 Ya"i GLB. 241`-\ in N 14 to !A w w w w ai 5 Ye'1 GLB. 24F-V4 TOP a 10'i %" A.M.F. GANT'L BM. I�t I\ " �I bxb B -- POST w Al2\\- I IL \ I ry� I mQ EJ.,V BYa"xIW GL.B. 24F-V6 16'1 LONG, GANT'L 4'-0" ®ONE IL `5 END, BOT. a q'-I" A.M.F. m CONNECTION PER TRUSS NUF. II IlII DASH LINE OF I6 FLOOR AREA THI5 SIDE OF DRAFT STOP 5Ye"i 6LB. 11 HANGERS/ ----� CONNECTION PER � w U1 I CONKTRUSS MANUF. w jt jLII 1 DASH uNE of 1.5:12 CRICKET a __D: aI HIP MASTER \ IS � A3 L W1 5Ye'xq" 61.8. 24F-V4 412 TOP ®10'-7 a/a" A.M.F. bxb v� \ I P05T, / � _— — ,P05POST -- / I5 Ya"i 6LB. 24I -V41 \ TOP ® 10'- I O4" A.M.F.I I: \ I B 'Al2 O.H. DASH LINE OF ; bxb ANGLED BRACE BELOW "v s) w w w w w_ w POST 5 Ya"i S.L.B. 24F-V4 TOP a q'-I" A.M.F. 1�C Q ✓ E.J. 'G' : � Q \ / bx6 : O I POST ' 5Ya"x15" 24F-V4 FLUSH t< — bxb P05T -NOTE: DRAFT STOPPING PER I.R.G. R302.12 ALONG 0 THI5 FLOOR i 5 d NOTE: bqb 5.F. u FLOOR AREA THIS SIDE Or - DRAFT STOP DASH LINE OF CONNECTION PER WIF-WK-7-Ta—a N - U�Z2 Q�NF'4wlSO �FyU ,NJp0 _ a�P wizya - - - O�o��z¢W�'a NKJTNFF�KN� W Q f/1 W J ,,�-. FwtFJ- �S J jZ�N�6�F�"N-'N .. or�zWoz�o�Z zw0it.„l o%oo< �.HF wwo aooF�w azz<Fgs§EE2% V Od Vi o i 00 tr U W w r; W J�f Z N t Ox ooIs oanvj J �On�a Q Z zLU> Z V a >�U, u a" o v m RECEIVED DASH LINE OF CITY aF Y i KW1LA 3,1 i I CRICKET OCT 16 2019 bxa DF#2 DROPPED PERMIT CENTER 5 Ya"xq" G.L.B. 24F-V4 TOP 0 10'1 9/4' A.M.F. UFF R FLOOR FRAM I NO FLAN 1/4" = Ili FLOOR FRAMING NOTE5: " NOTE:SHEETS FOR I. CONTRACTOR SHALL VERIFY ALL NOTES, LATERAL INFORMATION DIMENSIONS 6 CONDITIONS PRIOR TO LEA' DETAILS CONSTRUCTION. 2.' ALL FLOOR JOISTS TO BE 16" DEEP, 2x4 OPEN, WEB FLOOR TRUSSES ®24" ON CENTER UNLESS,, NOTED OTHERWISE N.N.0) S. ALL BEAMS 8 HEADERS TO BE 4xIO DF#2 U.N.O. 4. PROVIDE SOLID BLOCKING OVER SUPPORTS. S. PROVIDE FIRE BLOCKING ® ALL PLUMBING PENETRATIONS. 6. WINDOW HEADERS a a'-O" ABOVE FINISHED FLOOR a MAIN FLOOR U.N.O. WINDOW HEADERS -7b" ABOVE FINISHED FLOOR 0 UPPER FLOOR U.N.O. 7. BEARING WALLS ARE SHADED. b. PLUMBING AND MECHANICAL FIXTURES ARE DASHED. q. ■ INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. 10. ALL WOOD IN CONTACT WITH CONCRETE TO BE PRESSURE TREATED. BEAM 5GHEDULE PLAN VIEW DESCRIPTION — — — - - — — — - DROPPED BEAM DESIGNATED ON FLOOR PLAN5. _ ---- -- DROPPED BEAM DESIGNATED ON FRAMIN6 PLANS. FLUSH AND TOP FLU5H BEAM DESIGNATED ON FRAMING PLANS. ® UPSET BEAM DESIGNATED ON ® DRAWN BY: DATE JRA 2015 PROJECT MANAGER: CHARLES PATTON REVISED BY: DATE LATERAL JOB NUMBER: 01-1-645 Ai/ VA121 ANW WOODINVILLE OMIE JOB NUMBER: Ia0l"f4 II. SEE SHEET Al FOR ADDITIONAL NOTES. T a.-O" 0 �o GAS 2646 GAS (EGRESS) Q LINE OF ROOF BELOW O <t LINE OF WALL BELOW —— I O 4'-O" ?646 DBL. SLDR M5TR BEDRM CARPET b'-O° V-0" • SOFFIT ON. I 50T. 0 ARF ,mini mullJI •FKT ��1 I■��� CGEsm 2020 SKYLIGHT sa 2668 Q LAM. GLA55 PKT.(2)2xb ��TL'6/OyLR 84'1° oil ro I A3 WALLS (2)2x4 WALLS C.O. a I OI FLASHING TYP. SILL O I A2 m ' p X !NI G O u FURNACE 4 cV m ory CARPET I W.H. FLUE I A L---- O A I I BONUS CARPET /^� A Bl: 2 VINYL O ---- � 2468 37 LINEN 5-SHELVE5A ry iv C.O. 268 26 :.. B4-1 ¢_p cm 6Q 4'-0"'1 21-0" 2'-O" ¢'-O" 2'-O" 2'-0 0 2668 1 I t ,15�0 Q cm sn ll4A/'-IO"I TTlILL ry A3 ON. IT R. 36"GUARD ,y G.O. u d CARPET —, IST RISER I n ib I � =n.. I Q � 2 � � L--- ry s O z e ry O', m1EE iv / 2646 2646 2646 4 12 u O � Q PIG PIG i PIG; WALLS m 5 LAUN. W. 10'-I" CEILING d W ` b VINYL BEDRM 3 ry LANDING o D CARPET N -1 2646 0 V.T.O.I WHOLE HOUSE FAN LINE OF ROOF BELOW OMANUAL PIGw/ AUTO TIMER 4 OVERRIDE L :24SOFFIT _GA5 ry . ON. TO BOT OF 24 O BEAM ' ry ry PIG N (E •, c-. .,.... 0 (2)2646 GAS WI w/ (2)2616 PIG t AI2 `r `r ABV. LINE OF ROOF BELOW 4'-0" 4'-0" 4'-0" 4-O" 2'-b" 1'_O.. 4'_O" , Ib _O g'-O" 8'-O" 12'-0" B UFFER FLOOR FLAN 50ALE: 1/4" = 1'-0" MIN. 22' xBO" ATTIC ACCESS, INSULATE 4 WEATHERSTRIP Q BEDRM 2 (EGRESS) CARPET O So46 ' (V sa SLDR �4'-O 2668 O� XI m ry I ry 2666 I I I I WIG CARPET I 2668 I I 2'-b . 0 'm 1650 PIG 0 o REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 4 2020 City of Tukwila BUILDING DIVISION IIIECEIVED CITY CIF "i tlKti4ILA OCT 16 2019 PERMIT CENTER 3 'oh a _3 f� t. I: CONTRACTOR -'SHALL VERIFY ALL NOTES, DIMENSIONS 4 `CONDITIONS PRIOR TO CONSTRUCTION. 2. WINDOW5 4 DOORS ARE SHOWN 4 NOTED AS NOMINAL SIZES: ` ;• 3. EXTERIOR WALLS TO BE 2x6 STUDS a Ib" O.G. U.N.D. 4. SOFFIT DOWN AREAS ARE SHADED. 5. In INDIGA7E5 POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. b. SEE SHEET Al FOR ADDITIONAL NOTES. i. 5EE SHEET A2 FOR VENTILATION AND ALARM SCHEDULES. b. PROVIDE STAIRWAY ILLUMINATION PER IRC R503.1 4 R303.5 1N-ONUi00}WU OWZZQ N�NS W Q NNO K opwo.ETNQW KONVOy,d NR° Q=WQU2W NF �N��OH_Z6w �0��20 yH ❑OW S�NH ZN �/IH1-rc 00g� 7Z�QNO�wV�N=� 01W-004, NNZ z WN p OK1-�O�V � Qm K go W U DRAWN BY: DATE JRA 201E PROJECT MANAGER: GHARLE5 PATTON REVISED BY: DATE: AO 011/22/1 I LATERAL BY: DATE:I A5 Al2 ANW WOODINMLLE OMCE JOB NUMBER: 110114 i T NOISInICI Emal!ne el!"nl jo A410 HE V 0 933 UaAOMddV 30NVildINOO 3000 80-A o3M31AMLI PLATE ® GARAGE ® W-i" A.M.F. BOT. CHORD OF END JACK ® 10'-7 5/4" A.M.F. DASH LINE75F bx6 ANGLED BRACE BELOW PLATE ® UPPER ® W-8 W A.M.F. PLATE go GARAGE ® cT'-I" ROOF SCALE: 1/4" = 1'-0" `- FRAM I I O LINE OF CONTINUOUS METAL GUTTER, TYP. COMPOSITION 5HINGLE5 OVER FELT PAPER OVER SHEATHING PER STRUCTURAL NOTES/DETAILS, 5TAG6ER JOINT5, TYPICAL 2xb BOT. 12 CHORD t l FLR. TRU5LA IO'-7 5/4" A.M.F. DIRECTIO PER PLAN W-I" A.M.F. PLATE o MAIN A.M.F. :. O.H. END JACK J� SCALE: I/4" _ I'=0" GARAGE 12 2x6 BOT. CHORD ao 3 r _ 10'-7 5/4" A.M.F. BEAM PER PLAN 4_O 2'_0" O.H. END JACKB SCALE: 12 2x6 BOT. _ 9 CHORD 9'-I" BEAM PER PLAN X A.M.F. TOP ®9'-I" A.M.F. -6" 2'-O" END JACK O.H. C SCALE. 1/4" = I'-0" ®OUTDOOR LIVING 12 Q 4 TRUSS HEEL O N PLATE ® UPPER ® I5'-5 %" A.M.F. (5'-I" A.F.F) BEAM PER PLAN CEILING NOTE: HALL GLNG. BEYOND 12'-O" 5'-1" A.F.F. BEDRM 5 GLNG. 10'-I" A.F.F. BOX G I RDER TRU55 D SCALE: 1/4" = I'-O" BETWEEN BEDRM 3 a ALL TY nEC; INED CITY OF TUMtiILA OCT 16 2019 PLATE ® /.FORM s PERMIT CENTER ® 20'-8 %' A.M.F. ROOF FRAMING NOTES: I. 'CONTRACTOR SHALL VERIFY ALL NOTE5, DIMENSIONS E CONDITIONS PRIOR TO CONSTRUCTION. 2. ALL BEAMS E HEADERS TO BE 4x10 DF#2 ® 2x4 WALL5 U.N.O., AT EXTERIOR WARM WALL5 ALL HEADERS TO BE 4XIO DF#2 W/ R-10 RIGID INSULATION, U.N.O. 3. PROVIDE VENTED BLOCKING OVER SUPPORTS. NOTE: SEE '5' SHEET5 FOR 4. BEARING AALL5 ARE SHADED. LATERAL INFORMATION S. NIINDOA HEADERS ® V-0" ABOVE FINISHED FLOOR o MAIN 8 ENGINEERING DETAILS FLOOR U.N.O. AINDOW HEADERS ® 7'-0" ABOVE FINISHED FLOOR 9 UPPER FLOOR U.N.O. 6. ALL TRUSSE5: *-SHALL CARRY MANUFACTURER'S STAMP. *'SHALL BE INSTALLED # BRACED TO MANUFACTURERS SPECIFICATIONS. '.SHALL HAVE DESIGN DETAILS 8 DRAAINGS ON SITE FOR FRAMING INSPECTION. *-SHALL NOT BE FIELD ALTERED WITHOUT PRIOR BUILDING DEPARTMENT APPROVAL OF ENGINEERS CALCULATIONS. * TRU55 HANSER5 SHALL BE SPECIFIED BY THE TRUSS ENGINEER: 7. E INDICATES POINT LOAD SUPPORTED BY (2) STUDS, U.N.O. 5. INSTALL 5H�AR HALLS 8/OR BLOGKIN6 IN ROOF STRUCTURE BEFORE INSTALLING FINISH ROOFING. 4. SEE SHEET Al FOR ADDITIONAL NOTES. 10. SEE SHEET A2 FOR ROOF VENTILATION CALGULATION(5). BEAM SCHEDULE PLAN VIEW DESCRIPTION - — - — - - — — — - DROPPED BEAM DESIGNATED ON FLOOR PLANS. DROPPED BEAM DESIGNATED ON FRAMING PLANS. FLUSH AND TOP FLUSH BEAM DESIGNATED ON FRAMING PLANS. ® UPSET BEAM DESIGNATED ON FRAMING PLANS. ® T n O,z roz>www {O IpiZZQ N�Nso =pwom Jal�ila LLw rcpN�zoway:apo a�wac�iwz oK'� OZzFzoiF zawa NOf,��ZOpSGS?� woSa�����aw 0 iw,.¢mcpi L"ap.�i rc waw ��p in`'w w-ONJ6FF Ny O t=JZ� Sp�Q zwmm oFamoa �n D.HMaoo�w *HH% N 0 V " W u7 Lu Z N � a3: x3 3�3 o o in A� ® Nvv 6dG. :n N zZ :S j LUX VZc H LL Q Q L TROY 1/20I° DRAWN BY: DATE: JRA 201E PROJECT MANAGER: CHARLES PATTON REVISED BY: DATE: AO Oq/22/I i AO 05/06/14 A,AO 10/2/I1; LATERAL BY: DATE: MEI 5/6/Ia LATERAL JOB NUMBER: OI-1-643 Act ANW WOODINVILLE CHICE JOB NUMBER: Ig0174 MAX HEIGHT ALLOWED @ 45.25 CONT. METAL GUTTER OVER 2xb FASCIA BOARD, TYPICAL PLATE ® UPPER b" SMOOTH — WINDOW TRIM, TYP. T LINE OF — i0 NOTE: FLASHING DOWNSPOUT, ® TOP OF BEAM TYP. BY OTHERS 12 a r 3 TRUSS HEEL SUBFLOOR/ T.O. BEAM 220 ' ----- 6xb BRACE APPLY WOOD STAIN PRESERVATIVE TO bxb POSTS 4 bx6 5RACE5, TYP. - NOTE: POST TO O BASE FLASHING BY OTHERS ADHERED LIGHTWEIGHT BRICK VENEER MAIN FLOOR � - ®15.00 _- _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ AVG GRADE PLANE ® 1525 1 1 6" SMOOTH TRIM 519. — HI — 516. — TOP ®3'-b" AJ L .M.F. --:nA — — —7 m TRUSS HEEL TOP OF BEAM MAIN F ®15.00 612 3:12 12 3 10" SMOOTH TRIM 9" SMOOTH TRIM e I 'I I .• i � � �� � _�_ III_ DASH LINE OF STEM WALL 4 FTS. PER PLAN FRONT ELEVATION ELEVATION NOTES: I. VERIFY SHEAR WALL NAILING 4 HOLDOWN5 PER PLAN PRIOR TO INSTALLING SIDING. 2. MA50NRY 4 WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.R.G. CHAPTER 10. 5. CAULK ALL EXTERIOR JOINTS 4 PENETRATIONS. .4. PROVIDE APPROVED CORROSION RESISTANT FLASHING AT EXTERIOR WALL ENVELOPE PER I.R.G. Ri05.8 5. PROVIDE FLASHING AT ROOF PENETRATIONS PER I.R.G. R9052 4 R905.2.1 6. PROVIDE WEATHER STRIPPING AT ALL EXTERIOR $ GARAGE -INTERIOR DOORS. 'I. PROVIDE CONTINUOUS GUTTERS 4 DOWNSPOUTS ® ALL EAVES, TYP. 5. ADDRESS OR HOUSE NUMBER TO SE POSTED AND PLAINLY V151BLE FROM THE STREET FRONTA(SE. NUMBERS TO BE MIN. 4" HIGH WITH JIz" WIDE STROKE 4 CONTRASTING BACKGROUND. 9. PROVIDE STAIRWAY ILLUMINATION PER I.R.G. R505.6 10. SEE COVER5HEET FOR ADDITIONAL NOTES. SCALE: 1/4" 2020 SKYLIGHT k1 LAM. GLASS 6 5:12 OF 45POLM b" SMOOTH TRIM 3:12 DASH LINE OF STEM WALL 4 FTC. PER PLAN EAST) ELEVATION DASH LINE OF 1.5:12 CRICKET BEYOND : I®s REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 4 2020 City of Tukwila BUILDING DIVISION I RECEIVED CITY OF T WKWILA OCT 16 2019 PERMIT CENTER T.O. MAIN FLOOR IoNzQo>W.o I 2na Q,O UiVNS 'Cn f—n i U ¢2y L6J 3 2 � LLi L.L.! ZNac ® ox3 3,RE ®ARE -%q, Z LU X LL > 0 v u; m A DRAWN BY: DATE: JRA 2015 PROJECT MANAGER: CHARLES PATTON REVISED BY: DATE: AO 01/22/I1 AO 05/06/IC AAO 10/2/Ic MEI I® 12 ANW WOODINVILLE OFFICE JOB NUMBER: Ig0174 MAX HEIGHT ALLOWED ® 45.25 — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — ®40.i6 A' LINE OF — DOWNSPOUT, TYP. O NOTE. FLASHING o TOP OF BEAM m N : BY OTHERS 5UBFLOOR I SUBFLOOR/ "Z* T.O. BEAM 6x6 BRACE — APPLY WOOD STAIN PRESERVATIVE TO bxb P05T5 # bxb a BRACES, TYP. I5"xI5" BASE, TOP a 3'-b" A.M.F. F. MAIS N FLOOR AVG GRADE PLANE ® 15.25 ADHERED LIGHTWEIGHT - BRICK VENEER METAL GUTTER OVER OVER 2x6 FA50IA BOARD, TYPICAL 3:12 BEAM PER PLAN 542. S.G. bxb NOTE: P05T TO BASE FLASHING BY OTHERS e,- - - - - - - - - - - - g" SMOOTH --1 JcTRIM J S.G. 2020 SKYLIGHT COMPOSITION - w/ LAM. OLA55 SHINGLES TYPICAL SMOOTH TRIM -q" SMOOTH TRIM TRIM \ .&RES / 6:12 3:12 6" SMOOTH TRIM " SMOOTH 10" SMOOTH TRIM SMOOTH RNER TRIM DASH LINE OF STEM WALL 6 FTC. PER PLAN REAR (NORTH) ELE\/ATICN SCALE: 1/4" = 11-O" ELEVATION NOTES: I. VERIFY SHEAR WALL NAILING 8 HOLDOWN5 PER PLAN PRIOR TO INSTALLING SIDING. 2. MASONRY & WOOD FRAME CHIMNEYS ARE TO BE CONSTRUCTED PER I.R.G. CHAPTER 10. 5. CAULK ALL EXTERIOR JOINTS 6 PENETRATIONS. 4. PROVIDE APPROVED CORROSION RESISTANT FLASHING AT EXTERIOR WALL ENVELOPE PER I.R.G. R-105.5 5. PROVIDE FLASHING AT ROOF PENETRATIONS PER I.R.G. RgO5.2 8 RgO5.2.1 6. PROVIDE WEATHER STRIPPING AT ALL EXTERIOR 8 GARAGE -INTERIOR` DOORS. '1. PROVIDE CONTINUOUS 6UTTER5 # 120WNSPOUT5 ® ALL EAVES, TYP. 5. ADDRESS OR HOUSE NUMBER TO BE POSTED AND PLAINLY VISIBLE FROM THE STREET FRONTAGE. HUMBERS TO BE MIN. 4" HIGH WITH Y2° WIDE STROKE d CONTRASTING BACKGROUND. q. PROVIDE STAIRWAY ILLUMINATION PER I.R.G. R305.6 10. SEE GOVERSHEET FOR ADDITIONAL NOTES. PLATE ® UPPER - 6" SMOOTH WINDOW - mm, TYP. 12 Q3 TRU55 HEELt SUBFLOOR r 0 MAIN FLOOR REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 4 2020 City of Tukwila BUILDING DIVISION REVEWED CITY OF'i UI- WILA OCT 16 2019 PERMIT CENTER ANGLED BRACE `4Q 0 0 n y�y��J}4N1F��KN�Z IiKmU~d�ZWF.K'_ yarcw<aw ww� w3Uy�-I E����o or�z�a�zp�❑z �N�gooz.�zz�' wal a. t"a22F < moaL.: �KU W�F-K OO�W V aiwFt��>�ii�aa N pn < In n VW3in w W H W ZL� N .L ox3 3 LL o o MT 20M 0 Omm Z LU - j Uix 2 LL u s.<O c DRAWN BY: DATE: JRA 201E PROJECT MANAGER: CHARLES PATTON REVISED BY: DATE: AO 01/22/1-1 AO O5/O6/I c DAO 10/2/I0 MEI 5/b/I c LATERAL JOB NUMBER: 01 l-645 Ix All L' Al2 ANW WOODINYILLE OMCE JOB NUMBER: 1101-14 COMPOSITION SHINGLES OVER -� FELT PAPER OVER GDX. OR 0.5.5. 5HEATHING PER PLAN, 20 STAGGER JOINTS, DINTS TYPICAL 1 A3 2 b INSULATION BAFFLE ` VENTED BLOCKING CONT. METAL GUTTER OVER 2x6 FASCIA PLATE o UPPER BOARD, TYPICAL PLATE o UPPER I R-44 INSULATION WINDOW HEADER I TYP. a FLAT 1 50FFIT.I CEILIN55 EAVESe TYP. HDR. . BONUS = 18 2'-0" r AB 13 9/a' T.BG. PLYWOOD OVER 18" DEEP, 2x4 AS OPEN WEB FLR. TRUSSES -------------- ----.` TYP. SILL 1 w/ R-50 INSULATION �._ _- 12 2x6 STUDS @ 16" O.G. w/ R-21 r i INSULATION TYP. TRUSS HEEL 5UBFLOOR/ 5UBFLOOR J p TOP OF BEAM BEAM FER PLAN BEAM PER PLAN a? j PLATE e MAIN �' ' j FINISH PER o ELEVATION bxb 22 OVER HOUSE BRACE WRAP OVER BEAM PER PLAN --- - GDX. OR m OS.B. PER--s===- 5TRUGT. NOTES ' 4 -_0 4 _0 APPLY WOOD STAIN PRESERVATIVE TO bxb bxb P05T P05TS $ 6x6 BRACES, TYP. p _ NOTE. P05T TO BASE FLASHING GARAGE = -7' BY OTHERS .9 TOP OF 18"xl8" BASE 2x6 TRIM oo ADHERED o fl LIGHTWEIGHT ro STONE VENEER IDO .4" CONCRETE OVER 6 MIL. (LEDGESTONE) -- O�j (BLACK) V.B. OVER OO 4" GRANULAR FILL, SLOPE 4" TO O.H. DOORS MAIN FLOOR MAIN FLOOR J N LOW SLAB i'-- DRIVEWAY: 4" CONCRETE OVER 4" GRANULAR FILL i --- A3 ON r �I SCALE: 1/2" = 1'-0" COMPOSITION 5HINGLE5 OVER FELT PAPER OVER G.D.X. OR 12 O.S.B. 5HEATHING PER PLAN, Q5 STAGGER JOINTS, TYPICAL ANTIC ------- 20 e - -- --....t.••t••••••s•••t•v� . oorr • rtn.rrrr,.rrrr,• tn♦ ntr tttt,• tttt rrtt, tttr.. trtr tttr.• ttr•,, tttt•tt ...:. - - - - -' - ---..ti��� .ti��� ..ti_�•� : ti��� , ii.•.:ai_.�� ai_�.. , ti_u.:.2.�... ti_.�a .a..•.: t•.... ti_..., ti_... , t.... • i_...:....: t.•...;�•_._.:---•-•-•- ,------- - r it . , - • -' • - • - r • • q� III PLYINOOD • OVER 1W DEEP, 2x4 •- - - •- c -TRUSSES -.•- _ _ - I• - ..Elm AS 171 • - III• —�+ •.- ..!- Sri., - FLOORMAIN 1t/t I •ri�� •tit. �qt.' �1 ,� ���t �111.'� �N�t �� �t�� :� CAI , �1, 4.�• �t�t �� �4, 4�� �1��.'� �r�t - •tt •tt •4t 1' •rr �' •tt 1� •tr 1' •tir 1' •rir 1it�; •tJ 1' •to�,' •rit � - `i``i`�ii`�i`�iyo �ijiSiSii`r`�i`�i6i�`�•`<'� ��'`<S"`�'`�'6'6'`�5's'`�'`"`�'`� � - Q VENTED BLOCKING GONT. METAL GUTI•ER OVER 2x6 FASCIA BOARD O � W TIT K N a W:tiO D n 01 ZQyGVNSyy� OF O awNJ w <,w<Fw�N�K'rc oNFZzoiF�za�lW wo p�ao31=��� aVK FyN1Z� OF"V.KZ]3�ZZV �jF�'3CFKN�z 4w.KR10 R"a�O�FKti D U� of= M4.1<0 o.,Nor" v, n c i- to 2 UW a�v W Z�� N 2 ova ® °ox3 _ 3 LL "a F U Cie O' 5 Q Z za j V X Z LL w > LL Z�a O �:t �i In rn m IL z . PLATE ®UPPER 9 - ------ LAUNDRY HALL BA2 MSTR BEDRM ' ' 2' TYP. _ O 2x6 STUDS ®Ib" •i O.G. w/ R-21 :..'BEAM PER 13 = INSULATION TYP. PLAN A' SUBFLOOR BEAM PER PLAN PLATE a MAIN O V //rf BEAM PER:,.: OL 9/a' T.BG. PLYWOOD OVER 18" DEEP2, PLAN ... OPEN WEB PLR. TRUSSES x4 ..: AB ENTRY '. . 5• DESIGNED BY: DATE FOYER ':GREAtT ROOM _ TROY 1/2015 -�<• I FINISH PER ELEVATION 7 i3EGi=I1�FR DRAWN BY: DATE GUARD i OVER HOUSE NU2AP u CITY OF I tiial7tLA JRA 2015 RAIL OVER G.DX. OR 0.5B. (�T I C q p PER STRUGT. NOTES OC 1 V 20�J PROJECT MANAGER: PLYWOOD OVER CHARLES PATTON .-�• 2XIO HF #2 F.J. W/ : ..... REVISED BY: DATE T - INSULATION PERMIT CENTER ' R 30 j 1 --•. ' MAIN FLOOR AO 09/22/0 ry - AO 08/O6/I q 4, GONGRETE OVER P05T 4; FAO 10/2/19 •4" GRANULAR FILL ; EEAM5 : b MIL. GRA VC SPACE p 1 PER PLAN 1 (BLACK) V.B. �P�t p IS N T QLATERAL BY: DATE: MEI S/b/15 _-• II _ �y �'"Es� Y°,orTp'W':O LATERAL JOB NUMBER: 01-1-645 SCALE, 1/4" = 1'-0" q�14LEGA�S�� �12 ANW WOODINMLLE OFFICE JOB NUMBER: 1010114 SiRUGTURAL NOTE-5 GODS DESIGN IS IN ACCORDANCE WITH THE -2015 INTERNATIONAL BUILDING CODE (I.B.C) AS AMENDED BY THE LOCAL BUILDING DEPARTMENT. LIVE LOADS ROOF —25 FSF FLOOR ---40 PEP DECK----.60 PSF LATERAL WIND—_--------EXPOGIIRE °Sn I G5 MPHAIO MPH (ULT) SEISMIC --------PER OM16N CATAGORY ID (I.S.G) FOUNDATIONS EXTEND FOOTINGS TO FIRM UNDISTURBED SOIL, ASSUMED W-W" CAPACITY OF 1500 PER ALL EXTERIOR FOOTIN65 SHALL EXTEND A MINIMUM OF 1'-6° BELOW ADJACENT EXTERIOR FINISHED GRADE. 0A5T7IN-PLACE CONCRETE F'c - 5,000 P51 6 28 DAYS. MINIMUM 5-1/2 SACKS OF CEMENT PER CUBIC YARD OF CONCRETE AND A MAXIMUM OF 6-9/4 GALLONS OF WATER PER 44# SACK OF CEMENT. NO SPECIAL INSPECTION REQUIRED. MAXIMUM 51ZM AGGREGATE IS 1-1/2 INCHES. MAXIMUM SLUMP IS 4 INCHES. ALL PHASES OF WORK PERTAINING TO THE CONCRETE CONSTRUCTION SHALL CONFORM TO THE BUILDING, CODE REQUIREMENTS FOR REINFORCED CONCRETE. ALL REINFORCING STEEL, DOAEL51 ANCHOR BOLTS, AND OTHER INSERTS SMALL BE SECURED IN POSITION PRIOR TO POURING CONCRETE. ANCHOR BOLTS FOR PRESSURE TREATED SILL PLATES TO FOUNDATION WALLS TO BE %" DIAMETER WITH 7 INCH MINIMUM EMBEDMENT INTO CONCRETE AND MAXIMUM SPACING OF 2 FEET ON CENTER. MINIMUM 2 BOLTS PER SILL PLATE PIECE. ONE BOLT TO BE PLACED WITHIN 6 INCHES OF EACH END OF THE SILL FLATS. DIPPED GALVANIZED CONNECTORS SHALL CONFORM TO ASTM STANDARD 155 AND HOT DIPPED GALVANIZED CONNECTORS SHALL CONFORM TO ASTM A&S5 CLA55 6-165. STAINLESS STEEL FASTENERS AND CONNECTORS SHALL BE TYPE 904 OR 516. SIMP50N PRODUCT FINISHES CORRESPONDING TO THESE REWIREMENT5 ARE ZMAX MOT DIPPED GALVANIZED) AND 55T 500 (STAINLESS STEEL). FASTNERS FOR PRESSURE TREATED AND FIRE -RETARDANT TREATED WOOD SHALL BE ZMAX HOT DIPPED GALVANIZED (6185). REINFORCING STEEL ALL REINFORCING STEEL SHALL BE PLACED IN CONFORMANCE WITH THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE AND THE MANUAL OF STANDARD PRACTICE FOR REINFORCED CONCRETE CONSTRUCTION BY C951. DEFORMED REINFORCING STEEL BARS SHALL CONFORM TO ASTM A-615 FOR GRADE 40 FOR #5 AND SMALLER REINFORCEMENT AND GRADE 60 FOR #6 AND LARGER ALL REINFORCING BAR BENDS SHALL BE MADE COLD WITH A MINIMUM RADIUS OF 6 BAR DIAMETERS (I'-7` MINIMUM). CORNER BARS (2'-0* SEND) SHALL BE PROVIDED FOR ALL HORIZONTAL REINFORCEMENT. LAP ALL BARS A MINIMUM OF 46 BAR DIAMETERS UNLESS NOTED OTHERWISE. UNLESS NOTED OTHERWISE ON THE DRAWINGS, REINFORCING STEEL SHALL HAVE THE FOLLOWING MIMUMUM COVER, CONCRETE CAST AGAINST EARTH — 9 INCHES CONCRETE MW05ED TO EARTH OR WEATHER #6 THROUGH #15 BARS -- 2 INCHES #3 BAR AND SMALLER — 1-I/2 INCHES 5TR)CTURAL STEEL STRUCTURAL STEEL SHALL CONFORM TO ASTM AS6, fg-56000 F51. ALL WELDING SHALL BE IN CONFORMANCE WITH ASTM AND AWS STANDARDS AND SHALL BE PERFORMED BY AABO CERTIFIED WELDERS. STEEL TUBING SHALL CONFORM TO ASTM ASOO, N-50,000 P51. STRUCTURAL TIMBER ALL LUMBLL ER SHACONFORM TO WWPA GRADING RULES FOR WESTERN LUMBER, LATEST WITiON. PROVIDE GUT WASHERS UNDER ALL NITS AND BOLTS BEARING AGAINST WOOD. ALL WOOD IN CONTACT WITH CONCRETE $HALL BE PRESSURE TREATED. ALL STRUCTURAL LUMBER SHALL BE AS NOTED BELOW: 2x FLOOR JOIST HEM -FIR #2— —Pb - 650 PSI 2x ROOF RAFTERS HEM -FIR #2------ --f b m SW PSI 4x BEAMS DOU6-FIR/LARCH #2---Fb P 850 FSi 6x SEAMS DOU6-FIR/LARCH *2--Fb o 550 PSI LUMBER NOT NOTED HEM -FIR #2—_ ___f P 550 PSI MISCELLANEOUS HANGERS TO BE PROVIDED BY SIMPSON COMPANY. ALL HANGERS SHALL BE FASTENED TO WOOD WITH PROPER NAILS. ALL HOLES SHALL BE NAILED. MACHINE BOLTS TO BE A-907. ANDHOR BOLTS INTO CONCRETE SHALL BE V DIAMETER WITH 7 INCHES OF EMBEDMENT INTO CONCRETE UNLESS NOTED OTHERWISE ON THE PLANS. ALL NAILS SHALL BE COMMON WIRE NAILS. NAILING SHALL BE IN ACCORDANCE WITH I.B.G. SCHEDULE. 6LU-LAMINATED TIMBER: LAMINATED TIMBER SHALL BE DOWLAE-FIRILARGH KILM DRYED. STRESS GRADE COMBINATION OF 24F-V4 FOR SIMPLE SPANS AND 24F-V8 FOR CANTILEVER AND CONTINUOU5 BEAMS. FLOOR SHEATHING SHEATHING SHALL BE % INCH TONGUE 4 GROOVE, APA RATED SHEATHING. SPAN RATING'16Fjq WITH LONG DIMENSION PERPENDICULAR TO SUPPORTS. UNLESS NOTED OTHERWISE NAIL WITH 8d COMMON NAILS AT 6 INCHES ON CENTER AT SIPPORTFD PANEL EDGES 4 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. THE FLOOR SHEATHING SHALL BE GLUED TO THE JOIST AND THE TONGUE AND GROOVE JOINTS WITH AN APPROVED ADHESIVE. ROOF 5HEATTHING SHEATHING SHALL BE 7(e A.PA. RATED SHEATHING. SPAN RATING °%, INSTALLED WITH LONG DIMENSION ACROSS SUPPORT. PANEL END JOINTS SHALL OCCUR AT SUPPORTS. NAIL PANEL EDGES WITH 8d NAILS AT 4 INCHES ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS. WALL SHEATHING SHEATHING TO BE %* AA RATED SHEATHING. SPAN RATING -%. PANEL END JTS OINSHALL OCCUR AT SUPPORTS. NAIL PANEL EDGES WITH 8d NAILS AT 6 INCHES ON CENTER AND 10 INCHES ON CENTER AT INTERMEDIATE SUPPORTS UNLESS NOTED OTHERWISE ON THE DRAWINGS. FLOOR FRAMING: PROVIDE FULL. DEPTH BLOCKING FOR -1015T AT THE SUPPORTS. FLUSH BEAMS AND HEADERS NOT GALLED OUT ON THE PLANS SHALL BE 4x10 DF#2 UNLESS NOTED OTHERWISE. ALL VERTICALLY LAMINATED COLUMNS AND HEADERS SHALL BE SPIKED TOGETHER WITH Ibd NAILS SPACED AT 6 INCHES ON CENTER BEARING WALL FRAMING: ALL DOOR AND WINDOW HEADERS NOT GALLED OUT ON THE PLANS SHALL BE 4.10 OF02 Pin ONE CRIPPLE AND ONE STUD AT EACH END FOR OPENINGS 4 FEET WIDE OR LESS, ALL COLUMNS NOT GALLED OUT ON THE PLANTS SHALL Be (2) STUDS SPIKED TOGETHER WITH 12d NAILS AT 12 INCHES ON CENTER PROVIDE 2 LAYERS OF BUILDING PAPER BETYEEIN WOOD AND CONCRETE. WALL5 SHALL HAVE A SINGLE BOTTOM PLATE AND DOUBLE TOP PLATE, END NAIL TOP PLATES AND BOTTOM PLATES TO EACH STUD WITH 2-16d NAILS. PAGE NAIL DOUBLE TOP PLATE WITH 16d NAILS AT 10 INCHES ON CENTER LAP AND FACE NAIL PLATES WITH 2-16d NAILS AT EACH SPLICE, CORNER INTERSECTION. STAGGER SPLICES A MINIMUM OF 48 INCHES. FLOOR TRUSSES, FLOOR TRUSSES SHALL BE PLANT FABRICATED. TRUSS MANUFACTURE SHALL SUBMIT SHOP DRAWING AND CALCULATIONS SIGNED, STAMPED AND DATED BY A WASHIN6TON STATE LICENSED STRUCTURAL ENGINEER SUBMIT TRUSS DRAWING TO THE ENGINEER OF RECORD AND BUILDING DEPARTMENT FOR REVIEW AND APPROVAL PRIOR TO FABRICATION. FLOOR TRUSSES SHALL SE BLOCKED PER TRUSS MANUFACTURES INSTRUCTIONS. PRE -MANUFACTURED ROOF TRUSSES TRUSSES SHALL BE PLANT FABRICATED OF DOUSLAS-FIR/IARGH OR HEM -FIR. TRUS5 MANUFACTURER SHALL SUBMIT SHOP DRAWINGS AND CALCULATIONS STAMPED, 916NED AND DATED BY A WASHINSTON STATE LICENSED STRUCTURAL ENGINEER SUBMIT TRUSS SHOP DRAWIN65 TO MITCHELL ENGINEERING, FOR REVIEW AND APPROVAL PRIOR TO FABRICATION OF THE TRUSSES. ROOF TRUSS SHALL BE DESIGNED AS ATTIC, TRUSSES WITHOUT STORAGE. a. THE TRUSS LIVE LOADING SHALL BE PER IRO. SECTION 5015 AND TABLE 3015 ESPECIALLY NOTING FOOTNOTE B4G. b. THE TRU55 DESIGN SHALL BE PER I.R.C. 5ECTION 902.11.1 AND 502.10.2 ESPECIALLY INDICATING THE TRU55 DESIGN AND MANUFACTURING, SHALL BE PER AN51lTPll. c. THE TRG5 TEMPORARY AND PERMANENT BRACING STALL BE I.R.G. 55CTIONS 502.112 AND 802.105 AS WELL AS THE TRUSS PLATE INSTITUTES'S SUILOINS COMPONENT SAFETY INFORMATION. d. TRUSS ALTERATIONS SHALL NOT OCCUR UNLESS THE APPROVAL OF A DESIGN PROFESSIONALAS INDICATED IN IJ2G. SECTIONS 502.115 AND 802.10A 5Hr-AR NALL 50HQDULE NAIL SPACING SHEAR WALL NAIL HEM -MR #2 #/FT. TOP/BOTTOM BLOCKING, DESIGNATION SIZE EDGES STUDS PLATE REQUIRED PI-6 8 6" 12" 6" YES 210 PI-4 ad 12" 4" YES BIO PI-5 ad 3" 12" 5" YE5 400 P2-5 8d 5. 12" 5" YE-5 500 PI-2 6d 2" 12, 2" ES Y 525 P2- Bd 2" 2" B" YES 1050 SHEAR WALL NOTE5; 1. PI- % A.PA. RATED PLYWOOD OR ORIENTATED STRAND BOARD (OED) ON ONE 51DE OF WALL. P2- 7,46 A.P.A. RATED PLYWOOD OR ORIENTATED STRAND BOARD (0.5B) ON EACH SIDE OF WALL. 2. FOR PI-5, P2-5, PI-2 4 P2-2 SHEAR WALLS USE 5x STUDS AT ADJOINING PANEL EDGES. NAILING SHALL BE STAGGERED. 5. NAILS SHALL BEad COMMON (O.IBI" DIAMETER). 4. WHERE PLYWOOD 15 INSTALLED ON BOTH 51DE5 OF WALL, PLYWOOD JOINTS SHALL FALL ON SEPARATE STUDS, EACH SIDE. 5. ALL PANEL EDGES BACKED WITH 2-INCH NOMINAL FRAMING FOR PI-6 4 PI-4 SHEAR HALLS. ALL PANEL EDGES BACKED WITH 5x FRAMING AT 1-I-5, PI-2, 1-2-2 AND P2-5 SHEAR WALLS. INSTALL PANELS EITHER HORIZONTALLY OR VERTICALLY. SPACE NAILS 6 10 INC C-5 ON CENTER a INTERMEDIATE SUPPORTS. 6. ALL ANCHOR BOLTS SHALL BE INSTALLED WITH HOT DIPPED GALVANIZED PLATE WASHERS. 7. REFER TO FOUNDATION PLAN FOR ANCHOR BOLT SIZE, SPACING AND MUDSILL/RIM CONNECTIONS. LATERAL DETAIL5 ON 5HEET 52 ARCHITECTURAL DTAIL5 ON 5HEET A5 1 5: LF P.T. 2xb w/ V dio. x 10" ANCHOR BOLTS @ 24" O.G. K/ GALVANIZED 5"XVy,V4" PLATE WASHER. WHERE J5T5. ARE HUNG FROM MI H9-O.11 I i IGG D T =l 01-1 TPf NOTE: ALL SECTIONS ARE TYPICAL 8 SHOULD BE USED AT ALL SIMILAR LOCATIONS TYPICAL HOLDOINN U.N.O. 5THDI4/5THD14RJ W1 (55) Ibd SINKERS FOUNDATION MALL5 4 HARDAARE) I SCALE: UPPER FLOOR - FRAMING 4 DETAIL5 4 SCALE: 1/6" = 1'-O" M^ I N FLOOR - SHEAR Y R%l-LS 4 H,4RDW4RE ROOF FRAMING 4 DETAIL5 5 51-ALE, I/6" = V--O" #i ft 2- 0 n T im-OmUZ}Z00}WUp oLLZZ<¢��UNS Wzoo>z_-tn a�t� =oaomg��z�Nrc y �?WV�N g2ami 0.o0 RzFvvz�da6a woo Z3oo,,.-rm3- sF to wo�a����Wa� W- S+p[] W LLKmU0 Oa ZWFK wawwQao rn � DZ�F<�iU It yyJJUfl1J<�F NSy ZOPM SN�D�VOr w a90 <mo oow�w �<`oir moo¢ azl����>f<a,,.a r� O y J 01 V W 3 10 Lu H 0 v; V Gam* ce � . <ZZ s ZlJ L > U. QO c 01 ro TROY 1/2015 DRAWN BY: DATE: PROJECT MANAGER: CHARLES PATTON REVISED BY: DATE AO Oq/22/11 AO 061061141 AAO 10/2/Iq LATERAL BY: DATE MEI 8/6/Iq LATERAL JOB NUMBER: OI-t-645 ANW WOODINNLLE OMCE JOB NUMBER: 1a0174 0 ad @ 51, O.G. TO "-w EACH TOP PLATE D- I)- tu (5) ROW ad 0 —A— TOP PLATE EXTEND HEADER TO END OF HALL ad a 5" O.C. TO STUDS, PLATES, 4 BLOCKING 5x STUDS 6 BLOCKING SHEAF, WALL PER PLAN 4 SCHEDULE 51MR50N 5THP14 HOLVOYqN vq/ (50) lbd SINKERS T. 5x6 vql (2) 5/4,, dia. x iz, 40HOR. BOLTS Pql %,LVANIZED 5"x55�4- .ATE WASHER 4 II '4, rL, ON A ///� \7 GRADE Ad z/�\\ (5) #4 BARS J,-= VERTICAL tl W 4" HOOK @ FOOTING L" x -#4 BARS a 10" O.C. HORIZONTAL LATERAL RE5TRAINT PANEL �Ii SCALE, I" = 1'-0" SHEAR WALL PER PLAN 4 SCHEDULE BATT INSULATION I&d NAILS a 4" O.C. PER PLAN 5/4" T.G. FLYkNcop ad NAILS 0 4" O.G. 5UBFLOOR, GLUED 6 NAILED I LAP JOISTS 6" FLOOR JOISTS PER PLAN 2x BLOCK N1 -BEAM PER PLAN I&d TOE NAILS -2x&xI2 CLEAT Yq/ TO BEAM (2) Ibd NAILS INTO BEAM 4 (2) I&d 5IMP50N F5 OF NAILS INTO COLUMN MA& OR z APPROVED EQUAL P.T.-POST PER PLAN T 6 MIL. BLACK '4 VAPOR BARRIER A (2) #4 5AR5 CONTINUOUS CONTINUOU FOOTING SCALE. 1" = 1'-0" DOUBLE STUD s HOLVOINN 5IMP50N M5T72 HOLDOYNIN W ALL HOLES FILLED N1 I&d COMMON NAILS Ul CENTERLINE DEEP, 2X4 OPEN WEB FLR. TRUSSES PER PLAN DOUBLE 5TU12 0 HOLPONN HICILDCAN DETAIL EXTEND HEADER — TO END OF WALL CL O o 5 (5) ROW 0 ad a 5'. D O.G. SIMPSON 5THD14 - HOLVOIAIN vq/ (50) 16d 5INKER-5 TOP PLATE !-EXTEND HEADER TO END OF WALL —5d 9 5" O.C. TO STUDS, PLATES, 4 BLOCKING A 5x STUDS 4 BLOCKING SHEAR WALL PER PLAN 4 SCHEDULE 2x STUDS PER PLAN (a) #4 BARS VERTICAL Yq/ 4" HOOK FOOTING PER @ 6" O.C. 2x STUDS PER PLAN P.T. 5x10 v41 SIMP50N Y2" SHEAR WALL PER --------- 2� --___ ----- dia. x 5)'2" STRONG BOLT PLAN 4 SCHEDULE % EXPANSION ANCHORS @ 12" O.C. vi/ rvAL\I. #4 BARS g 10"A 5"x5"xy4" PLATE WASHER 4 O.C. HORIZONTAL lad a c", O.C. SHEAR WALL--: PER PLAN 4 7-- SCHEDULE PER PLAN PER PLAN -P ** T 2XC, v41 5IMP50N)2"' dia. x 5Y2" 5TON& BOLT @ 12" O.C. W &ALV. 5"x55x4" PLATE WASHER (4) MIN, (5) #4 BARS VERTICAL W 4" HOOK a FOOTING #4 BAR5 Q 10" O.C. HORIZONTAL LATERAL DETAIL LATERAL DETAIL P.T. 5X6 V4/ (2) 9/4" C110- x 12" ANCHOR BOLTS vq/ GALVANIZED 5.'X554" PLATE VqA5HER NOTE SHOWN NOTE: DETAIL SHOWN NOTE: DETAIL SHOWN (5) #4 EARS VERTICAL � '4 vq/ 4" HOOK FOOTING I SLAB ON GRADE - II.�4tl 11 A W. A j ON PLAN SHEET A5 ON PLAN SHEET A5 ON PLAN SHEET THICKENED SLA5aO.H. DOOR TY FND. NALL SCALE: ;;I0! 07KAL�E, PRESCRIPTIVE SCALE: I" = I'-0" PRESCRIPTIVE NOTE: DETAIL SHOWN NOTE: DETAIL SHOWN NOTE: DETAIL SHOWN #4 BARS o 10" ON PLAN SHEET AS ON PLAN SHEET AS ON PLAN SHEET AS O.G. HORIZONTAL LATERAL RE5TRAINT PANEL 5" FND. WALL o &ARAC71= eL T"rP. FND. WALL (,JOISTS PARALLEL) FND. WALL @ H0U5E/6ARA6T= SICALE. 1., 11-0.1 PRESCRIPTIVE SCALE, I" - 1.-0" 5CALEg I" - 1'-0" PRESCRIPTIVE T.46. PLYWOOD 5UE3FLOOR T.46. PLYWOOD 5U5FLOOR PER PLAN, 6LUr=I:;' 4 NAILED PER PLAN, SLUED 4 NAILED T.46. PLYWOOD 5UBFLooR SHEAR WALL PER SHEAR WALL PER PER PLAN, (91- V, SHEAF, WALL PER TRUS5 SUPPLIER PLAN 4 SCHEDULE 15" DEEP, 2x4 PLAN 4 SCHEDULE T.$&. PLYWOOD 5U5FLOOR. lrpd @ 4" l(od 0 6" O.C. OPEN WEB PLAN PLAN, GLUED NAILED ]ad @ 4" O.C. O.G.FLR. TRUSSES ad 0 6" O.G.ad 0 (0" BLOCK PER FLR. PLAN 4 50HEDUL \ PLAN 4 SCHEDULE SHEAR WALL MR GLUED 4 NAILED F PER PLAN ri 7— U L GIRDER FLR. BLOCK PER FLOOR—:— 1 10 DESIGN FLOOR TRIJ55�� 3 ED ED BEAM PER E Ibd NAILS > FOR 6000# HORIZONTAL FORCE --Ir2d 0 6" 04'. ro @ " O.G. IN THE PLANE OF THE J� PLAN TRUSS BLOCKING PER (4) I&d PER BLOCK TRUSS SUPPLIER 15" DEEP, 2x4 (4) lbd NAILS PER 51-001< 15" DEEP, 2x4 OPEN IAE57 V 1 15" DEEP, 2x4 OPEN NEE, SHEAR WALL PER SHEAR WALL PEP, V I OPEN YeE, A I FLR. TRUSSES PER PLAN A I FLR. TPU55E5 PER PLAN PLAN 4 SCHEDULE PLAN 4 SCHEDULE A I SHEAR WALL PER v I SHEAR WALL PER PER. OF HEADER OR HEADER FLR. PLAN TRUSSES PLAN 4 SCHEDULE PLAN 4 5CHEPULE -L-V4-i- OR HEAVER -E�L j- OR HEADER @LATERAL DETAIL LATERAL DETAIL LATERAL DETAIL LATERAL Dr --TAIL ti, - @ts 1 SCALE: I" - 1,'-0" 15" DEEP, 2x4 T.46. PLYWOOD SUBFLOOR OPEN WEBFLR. 15" DEEP, 2x4 15" DEEP, 2x4 PER PLAN, GLUED $ NAILED TRUSSES PER PLAN OPEN WEB FLR. OPEN JAE5 FLR. Tn55r::5 PER FLAN TRUSSES PER FL 15" DEEP, 2x4 OPEN WEB I5" DEEP, 2x4 OPEN WEB ad 0 61, O.C. FLR. TRUSSES PER PL.Ak� FLR. TRUSSES PER PLAN = :Z ad @ b" O.C. I Z'C PLAN 6" O.C, 1110 F-- BLOCK PER FLR. TRUSS SUPPLIER V I SHEAR WALL PER FLAN 4 SCHEDULE OF, HEADER LATERAL DETAIL ED 1:1 ED 4 L BEAM PER (5) lad NAILS BLOCK PER FLR. TRU55 PLAN PER BLOCK MANUF. PE516N BLOCK SHEAR WALL PER A I FOR 550# HORIZONTAL PLAN $ 50HEVULE FORCE IN THE PLANE SHEAR WALL PER OR HEAVER OF THE BLOCK PLAN $ SCHEDULE LATERAL DETAIL WALE. I" - 1'-0" LATERAL DETAIL SCALE. I" m 1'-0" REVIEWED rOR CODE COMPLIANCE APPROVED FEB 0 4 2020 City of Tukwila BUILDING DIVISION nECEIVED CITY OFTUIWILA. OCT 16 2019 PERMIT CENTER NOTE: - DETAIL SHOWN A5 ON PLAN SHEET A5 FLAT Or-ILINC7 @ EAVE WALE; I" m 1--0" ppyll SEC 0 6.W� ia z (0� n A DRAWN BY: DAlF-' I .JRA 2015 PROJECT MANAGER; I CHARLE512ATTON REMSED BY: DATE. - AO ! 52 5/2 ANW WOODINMLLE OrnOE JOB NUMBER: Ir-101-74 / / / / \ \ / / - / k / / / / / / / / 41 'b hEXiSfiltsl 6" SEWER °o, JAPPROX. LO-CAT1gN N. ^�u. /- �o' 2' LANDSCAPE STRIP � (� - TYPE 1 CBti '' 'y `4 23' RIM = 14�h- -o \e / 14x�� lb0 �'DCP- "/'\s 1 EXISTING FIRE H R�4`V (kTYP�1 �C s�o. HOUSE i "` (TO REMAIN) 8 : ��� 4 4 �� q p • L -1p'-- j �� ( FINISH FLOOR=14.63' \/ )�` � = -CONSTRUCTION ENTRANCE �4\ RIDGE HEIGHT34.02' Lp / 3,5Q\ WATER SERVICES TYPE 11� CBS ���, / �� g 6jp a° O�OC��F,�� c cP O p�V Z / moo. (S) h \ a s� RPd=L 9f(�\ 90 L t N '\ �0 N T5. I Sy, \ 1 \ CONSTRUCTION ENTRANCE 100f X15r FOUND REBAR & "23604" 0.2' S OF A 2' OFFSET S,y Fa \\ 6 6e\ ry .pry -CLEAN OUT ° \cSo o �6" SDR 35 SEWER LINE 0 2.0% MIN G OcJG✓�' SILT FENCE �o. ''p5 5F gp 1 9. ------------ PROPOSED HOME 6 FF EL: 15.0 / p9 / cP- / 9• / 2 0 48 LF 4" HOPE 0 1.0% MIN. CONNECT FOOTING DRAINS AND ROOF DRAINS SEPARATELY. 4" PVC CONNECTING TO _ ROOF DOWN SPOUTS \ REVISIONS FOOTING DRAINS No r Tes Snail b& niaie to me scope SEE DETAIL THIS SHEET \ of worn wane a `proval or tine \ Tukwila Budding I•a son. \ NOTE: Revisions will lecture a new plan submittal and may n iaor plan review \ FILE OAP Permit NO. a'an r ew approval is subject to errors and om,SS,rn$ A proval of construction documents does .:i our one •ne vioia➢pn Oi any adopted code or I.d "ance Receipt of aporovec Field Copy and ..,.�n< s ac..nowied ed. These plans 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. Final acceptance is subject to field inspection by the Public Works utilities inspector. _ Date: By; No. Date Revision ELEVATIONS SHOWN ON THIS DRAWING ARE ON AN ASSUMED DATUM. N NOTE: COMPLY WITH GEOTECHNICAL ENGINEERING REPORT, BY MIGIZI GROUP, INC. DATED DECEMBER 18, 2018 AND SUBSEQUENT w— E GEOTECHNICAL REPORTS. 20 0 20 40 SCALE IN FEET NOTE: BOUNDARY AND TOPOGRAPHY ARE BASED ON MAPPING PROVIDED TO MIGIZI OBSERVATIONS MADE IN THE FIELD. THE INFORMATION SHOWN DOES NOT CONSTITUTE A FIELD SURVEY BY MIGIZI. NOTE: HOME SHALL BE SET HIGH ENOUGH TO ASSURE 1% SLOPE OF PIPE CONNECTING ROOF DRAINAGE TO PLAT DRAINAGE. IF FOOTING DRAINS CANNOT CONNECT VIA GRAVITY SEPARATELY TO PLAT DRAINAGE THEN A SUMP PUMP SHALL BE INSTALLED. PATIO, SHED, GARAGE, AND WALKWAYS PREVIOUSLY REMOVED FROM SITE. Proposed Impervious Areas Home Roof 2,411 26.91 % 0.055 Driveway 490 5.47% 0.011 Plat Access 290 3.24% 0.007 Total 3,191 35.61% 0.073 Area To Be Cleared 8,960 100.00% 0.206 Lot Size 8,960 0.206 TOP STEM WALL NOTE: CONNECT FOOTING DRAINS AND z ROOF DRAINS TO PLAT DRAINAGE SYSTEM SEPARATELY. DO NOT CONNECT ROOF DRAINS TO FOOTING cc DRAINS. 0 D_ 0 0 00 8-10" LOW PERMEABILITY SOIL SEPARATE PERMIT REQUIRED FOR: .❑/ Mechanical �[I Electrical ❑ Plumbing ❑ Gas Piping City of Tukwila BUILDING DIVISION REVIEWED FOR CODE COMPLIANCE APPROVED FEB 0 4 2020 City of TUKwila BUILDING DIVISION WELL DRAINING BACK FILL 4" SCH 40 PVC CONNECTING TO ROOF DRAINS NON WOVEN FILTER FABRIC WRAP ENTIRE STONE BED — FREE DRAINING BACKFILL SUCH AS GRAVEL BACKFILL FOR DRAINS WSDOT STANDARD SPECIFICATION 9-03.12(4) SCH 30 PERFORATED PVC v HOLES FACING DOWN. i�Et'��VEF1 j CI Y OF T t:.KWILA 1 OCT 16 2019 FOOTING DRAIN DETAILS PERMIT CFENTE6 N TS 66RRIECTIONq%- 3 Lfit# PROJECT: 12072 44th PI S By Tukwila, Washington Migizi Group, Inc. �oY *�� SHEET TITLE: Lot C Site Plan PO Box 44840 Tacoma, WA 98448 �. 253-537-9400 �r DESIGNER: CRL JOB NO: P1502-T19 253-537-9401 fax racsagO tip° DRAWN BY: CRL SCALE: As Shown www.migizigroup.com IONdL CHECKED BY: CRL SHEET: 1 to/t/ta DATE: Oct. 1, 2019 FILE: sd.dwg