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HomeMy WebLinkAboutPermit D19-0221 - SINGH RESIDENCE - NEW SINGLE FAMILY RESIDENCESINGH RESIDENCE 14817 46TH LN S FINALED 09/21/2020 D19-0221 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 0042000132 14817 46TH LN S Project Name: SINGH RESIDENCE COMBOSFR PERMIT Permit Number: D19-0221 Issue Date: 8/9/2019 Permit Expires On: 2/5/2020 Owner: Name: SINGH GURDIP Address: 4642 S 146TH ST , TUKWILA, WA, 98168 Contact Person: Name: GARY SINGH Address: 4642 S 146 ST, TUKWILA, WA, 98168 Contractor: Name: SIDHU HOMES INC Address: 4642 S 148 ST , TUKWILA, WA, 98168 License No: SIDHUHI881JF Lender: Name: GURDIP SINGH Address: 4642 SOUTH 146TH ST, TUKWILA, WA, 98168 Phone: (206) 244-1900 Phone: (206) 244-1900 Expiration Date: 3/22/2020 DESCRIPTION OF WORK: CONSTRUCT A NEW 4025 SQ FT SINGLE FAMILY RESIDENCE WITH A 628 SQ FT ATTACHED GARAGE PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, DRIVEWAY ACCESS, AND UNDERGROUNDING OF POWER. WATER DISTRICT 125 & VALLEY VIEW SEWER DISTRICT. Project Valuation: $575,227.99 Type of Fire Protection: Sprinklers: Fire Alarm: Type of Construction: V-B Electrical Service Provided by: TUKWILA Fees Collected: $15,990.83 Occupancy per IBC: R-3 Water District: 125 Sewer District: VALLEY VIEW,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: Channelization/Striping: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hauling/Oversize Load: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Volumes: Cut: 40 Fill: 40 Number: 0 No Permit Center Authorized Signature: `ZD Date: 1 v� 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 or local laws regulating construction or the performance of work. I am authorized to sign and obtain this developmen per. it and a ree to the conditions attached to this permit. Signature Print Name: Date:09/0clite 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: 1: ***PUBLIC WORKS PERMIT CONDITIONS*** 2: The applicant or contractor must notify the Public Works Inspector at (206) 433-0179 upon commencement and completion of work at least 24 hours in advance. All inspection requests for utility work must also be made 24 hours in advance. 3: Prior to construction, all utilities in the vicinity shall be field located. NOTE: For City of Tukwila u locates, call 811 or 1-800-424-5555. 4: Permit is valid between the weekday hours of 7:00 a.m. and 10:00 p.m. only. Coordinate with the Public Works Inspector for any work after 5:00 p.m. and weekends. 5: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. 6: 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. 7: Any material spilled onto any street shall be cleaned up immediately. 8: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site or into existing drainage facilities. 9: The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. y Dl The Land Altering Permit Fee is based upon an estimated 40 cubic yards of cut and 40 cubic yards of fill, If the final quantity exceeds this amount, the developer shall berequired torecalculate the final quantity and pay the difference inpermit fee prior tothe Final Inspection. 11: From October 1 through April 30, cover any slopes and stockpiles that are 3H:1V or steeper and have a vertical rise nf1Ofeet urmore and will beunworkedfor greater than lZhours. During this time period, cover or mulch other disturbed areas, if they will be unworked more than 2 days. Covered material must bestockpiled onsite atthe beginning ufthis period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. lZ: From May 1 through September 30, inspect and maintain temporary erosion prevention and sediment at least monthly. All disturbed areas of the site shall be permanently stabilized prior to final construction approval, 13: Applicant shall obtain water meter from Water District #125 (206-242-9547). Since Water District #125 doesn't inspect water pipe downstream ofmeter, City ofTukwila inspection is required. 14: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 15: Since the house must have a fire sprinkler system installed, it shall be verified in writing to the Public Works Inspector that the fire loop system for the building contains a WA State Department of Health approved Double Check Valve Assembly (D[VA).This shall bedone prior tnfinal inspection. Refer tnattached Public Works Details for l" F|RE/DON1EST|[SERVICE and/or l" FLOW -THROUGH SYSTEM. BackOmwdevioe is optional if FLOW -THROUGH SYSTEM is installed, Coordinate with the Public Works Inspector, lG: Owner/App|icantshaU contact the local postmaster regarding location ofmai|box(ed installation. Location ofmai|box(es)installation shall becoordinate with Public works. 17: The property owner is responsible for the maintenance of any new and existing on -site storm drainage systems including splash blocks, dry wells, infiltration trenches, dispersion trenches' catch basins, yard drains, bioretention, permeable pavement, 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 correct on -site storm drainage systems in accordance with the 2016 King County Surface Water Design Manual &TK4Cl43C�U8O. 18: Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1,013.88. 19: An approved automatic fire sprinkler extinguishing system is required for this project. (City Ordinance #Z4J6) 20: All new sprinkler systems and all modifications toexisting sprinkler systems shall have fire department review and approval of drawings prior to installation or modification, New sprinkler systems and all modifications tosprinkler systems involving more than 5Vheads shall have the written approval ofFactory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau, No sprinkler work shall commence without approved drawings. (City Ordinance No. Z436). 22: 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 be a minimum of4 inches (102mm) high with a minimum stroke width ofO.S inch (12.7mm). (|FC505.1) 21: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436and #Z437) 23: Adequate ground ladder access torescue windows shall beprovided, Landscape aflat, I2'deep by4'wide area below each required rescue window. (City Ordinance #2435) 24: Maximum grade for all projects is 10%vith a cross slope nogreater than 5%. (|FC D103.2) 25: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval ofsuch condition orviolation. 26: These plans were reviewed byInspector 5ll. |fyou have any questions, please call Tukwila Fire Prevention Bureau at(ZOG)575-4407. 27: 'BUILDING PERMIT [OND0ONS*~~ 28: 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. 29: 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. 30: 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. 31: Subgrade preparation including drainage, excavation, compaction, and fill requirements shall conform strictly with the recommendations given in the soils report. Special inspection is required. 32: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 33: Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 34: All wood to remain in placed concrete shall be treated wood. 35: There shall be no occupancy of a building until final inspection has been completed and approved by Tukwila building inspector. No exception. 36: All construction noise to be in compliance with Chapter 8.22 of the City of Tukwila Municipal Code. A copy can be obtained at City Hall in the office of the City Clerk. 37: 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. 38: 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. 39: All plumbing and gas piping work shall be inspected and approved under a separate permit issued by the City of Tukwila Building Department (206-431-3670). 40: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 41: Preparation before concrete placement: Water shall be removed from place of deposit before concrete is placed unless a tremie is to be used or unless otherwise permitted by the building official. All debris and ice shall be removed from spaces to be occupied by concrete. 42: VALIDITY OF PERMIT: 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 of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data. 43: ***MECHANICAL PERMIT CONDITIONS*** 44: All mechanical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center (206/431-3670). 45: 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. 46: Manufacturers installation instructions shall be available on the job site at the time of inspection. 47: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. 48: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment or appliance rests. 49: ***PLUMBING/GAS PIPING PERMIT CONDITIONS*** 50: No changes shall be made to applicable plans and specifications unless prior approval is obtained from the Tukwila Building Division. 51: All permits, inspection records and applicable plans shall bemaintained atthe job and available tothe plumbing inspector. SZ: All plumbing and gas piping systems shall beinstalled incompliance with the Uniform Plumbing Code and the Fuel Gas Code. 53: No portion of any plumbing system or gas piping shall be concealed until inspected and approved, 54: All plumbing and gas piping systems shall betested and approved asrequired bythe Plumbing Code and Fuel Gas Code. Tests shall beconducted inthe presence of the Plumbing inspector. |tshall bethe duty nf the holder of the permit to make sure that the work will stand the test prescribed before giving notification that the work is ready for inspection. 55: No water, soil, or waste pipe shall be installed or permitted outside of a building or in an exterior wall unless, adequate provision ismade toprotect such pipe from freezing. All hot and cold water pipes installed outside the conditioned space shall be insulated to minimum R-3. 56: 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 l8gauge. 57: Piping through concrete ormasonry walls shall not besubject toany load from building construction. No plumbing piping shall bedirectly embedded inconcrete ormasonry. E8: All pipes penetrating floor/ceiling assemblies and fire -resistance rated walls or partitions shall be protected inaccordance with the requirements ofthe building code, 59: Piping inthe ground shall belaid onafirm bed for its entire length. Trenches shall be backfilled in thin layers to twelve inches above the top of the piping with clean earth, which shall not contain stones, boulders, cindprfiU'frozen earth, orconstruction debris. 68: The issuance ofapermit orapproval ofplans and specifications shall not beconstrued »uhcapermit for, nr an approval of, any violation of any of the provisions of the Plumbing Code or Fuel Gas Code or any other ordinance ofthe jurisdiction, 61: The applicant agrees that he or she will hire a licensed plumber to perform the work outlined in this permit. 62: All new plumbing fixtures installed in new construction and all remodeling involving replacement of plumbing fixtures in all residential, hotel, motel, school, industrial, cunnme/da| use orother occupancies that use significant quantities of water shall comply with Washington States Water Efficiency ad Conservation Standards in accordance with RCW 19,27,170 and the 2006 Uniform Plumbing Code Section 4O2ofWashington State Amendments PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (306)43O-9350 5180 BA[KFLOVV FIRE 1700 BV|LD|NGF|NAL" 0301 CONCRETE SLAB 5000 CURB, ACCESS, SDVV OhlO ENERGY BF[ExT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING OZOZ FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT 2000 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 1500 PLANNING FINAL 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 0602 SLAB/FLOOR INSUL 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 WALL SHEATHING/SHEAR r 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. %U 0)-2- I Project No.: Date Application Accepted: 7 qg -ct-)4 Date Application Expires: (For office use only) COMBINATION PERMIT APPLICATION - NEW SINGLE FAMILY Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION King Co Assessor's Tax No:: 0042000132 Site Address: 14817 46th Lane South, Tukwila 98168 PROPERTY OWNER Name: GURDIP SINGH Address: 4642 S 146 STREET city: TUKWILA State: WA Zip: 98168 CONTACT PERSON — person receiving all project communication , Name: GARY SINGH Address: 4642 S 146 STREET City: TUKWILA State: WA Zip: 98168 Phone: (206) 244-1900 Fax: Email: GARYSINGH2@COMCAST.NET GENERAL CONTRACTOR INFORMATION Company Name: SIDHU HOMES INC. Address: 4642 S 146 STREET City: TUKWILA State: WA Zip: 98168 Phone: (206) 244-1900 Fax: Contr Reg No.: Exp Date: Tukwila Business License No.: ARCHITECT OF RECORD Company Name: DHILLON DESIGN Architect Name: INDERJIT Address: 1910 215 PL SE City: SAMMIMISH State: WA Zip: 98075 Phone: (425) 802-3666 Fax: Email: ENGINEER OF RECORD Company Name: BRUCE MCVEIGH Engineer Name: BRUCE Address: 142XX 59 AVE S City: TUKWILA State: WA Zip: 98168 Phone: (206) 571-8794 Fax: Email: BRUCE-ENG91@COMCAST.NET LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: GURDIP SINGH (OWNER) Address: 4642 S 146 STREET City: TUKWILA State: WA Zip: 98168 HAApplicationsWorms-Applications On Line \ 2011 ApplicationstCombination Permit Application Revised 8-9-11.docx Revised: August 2011 bti Page I of 4 PROJECT INFORMATION Valuation of project (contractor's bid price): $ 425,000.00 Scope of work (please provide detailed information): NEW SINGLE FAMILY RESIDENCE DETAILED BUILDING INFORAMTION — PROJECT FLOOR AREAS PROPOSED SQUARE FOOTAGE Basement 0 15` floor 2nd floor 1,956 2,069 Garage E carport 628 Deck — covered El uncovered El 0 Total square footage 4,653 Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinlder 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: 10,500.00 Value of mechanical work $ fuel type: El electric 121 gas 1 furnace <100k btu 4 appliance vent 5 ventilation fan connected to single duct 1 thermostat 1 wood/gas stove 1 water heater (electric) emergency generator other mechanical equipment PLUMBING: Value of plumbing/gas piping work $ 10,500.00 5 bathtub (or bath/shower combo) bidet 1 clothes washer 1 dishwasher floor drain shower 6 lavatory (bathroom sink) 1 sink water closet 1 4 water heater (gas) lawn sprinkler system gas piping outlets H:\Applications\Forms-Applications On Line \ 2011 Applications \Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 2 of 4 PERMIT INFORMATION Scope of work (please provide detailed information): NEW SINGLE FAMILY RESIDENCE Call before you Dig: 811 P1easreferto Pubik Works Bulletin 1 for fees nd estimate sheet. WATER DISTRICT • Tukwila WI ...Water District #125 ..• .Letter of water availability provided SEWER DISTRICT El _Tukwila 0 ...Sewer use certificate Highline ..ValleyView 0.. 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): E ...Civil Plans (Maximum Paper Size — 22" X 34") 21 ...Technical Information Report (Storm Drainage) Geotechnical Report 0 ...Bond Insurance 0.. Easement(s) 0 .. Maintenance Agreement(s) 0 ...Hold Harmless — (ROW) 0 ...Hold Harmless — (SAO) PROPOSED ACTIVITIES (MARK BOXES THAT APPLY): 0 ...Right -Of -Way Use - Potential disturbance 0 _Construction/Excavation/Fill - Right -of -Way... 0 -or- Non Right -of -Way.. 0 Ea ...Total Cut 40 Cubic Yards 0 .. Work In Flood Zone VI ...Total Fill 40 Cubic Yards 21 .. Storm Drainage La ...Sanitary Side Sewer 0 ...Cap or Remove Utilities 0 ...Frontage Improvements Ej ...Traffic Control o .. Abandon Septic Tank o .. Curb Cut D .. Pavement Cut o .. Looped Fire Li e 0 .. Trench Excavation o .. Utility Undergrounding 0 .. Backflow Prevention - Fire Protection Irrigation Domestic Water I I 0 ...Permanent Water Meter Size " WO # 0 ...Residential Fire Meter Size " WO # D ...Deduct Water Meter Size D ...Temporary Water Meter Size " WO # 0 ...Sewer Main Extension Public 0 - or - Private El 0 ...Water Main Extension Public 0 - or - Private 0 FINANCE INFORMATION — THIS INFORMATION IS REOURED TO BE Fl LED OUT WHEN REQUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) ...water 0...sewer 0 ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: WATER METER REFUND/BILLING: Name: Mailing Address: City State Zip Day Telephone: City State Zip HAApplications \ Forms -Applications On Line \2011 Applications \ Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 3 of 4 PERMIT APPLICATION NOTES — APPLICABLE TO ALL PERMITS IN TIIIS 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 0 Signature: NER OR AUTHORIZED AGENT: Print Name: GURDIP SINGH Mailing Address: 4642 S 146TH STREET Date: 07/09/2019 Day Telephone: TUKWILA WA 98168 City State Zip 1-1:1Applicatiorts5Forms-Applicat ions On Line \2011 Applications‘Combination Permit Application Revised 8-9-11.docx Revised: August 2011 bh Page 4 of 4 / BULLETIN A2 c1 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees PROJECT NAME Sit) G H g t5 S 11,4 ricer PERMIT # 2b 19 - ©2 Z 14�r? 444` L, S ) If you do not pro ide contractor bids or an engineer's estimate with your permit application, Public Works will review the cost estimates for reasonableness and may adjust estimates. 1. APPLICATION BASE FEE 2. Enter total construction cost for each improvement category: Mobilization Erosion prevention Water/Sewer/Surface Water Road/Parking/Access A. Total Improvements 3. Calculate improvement -based fees: B. 2.5% of first $100,000 of A. C. 2.0% of amount over $100,000, but less than $200,000 of A. D. 1.5% of amount over $200,000 of A. 4. TOTAL PLAN REVIEW FEE (B+C+D) $250 (1) 3©0 _coo ,.5o 1/50 o 2.Do© 453OD (2o 5. Enter total excavation volume Enter total fill volume 1-o cubic yards cubic yards Use the following table to estimate the grading plan review fee. Use the eater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE Up to 50 CY Free 51 — 100 $23.50 101 — 1,000 $37.00 1,001 — 10,000 $49.25 10,001 — 100,000 $49.25 for 1ST 10,000, PLUS $24.50 for each additional 10,000 or fraction thereof. 100,001 — 200,000 $269.75 for 1ST 100,000, PLUS $13.25 for each additional 10,000 or fraction thereof. 200,001 or more $402.25 for 1ST 200,000, PLUS $7.25 for each additional 10,000 or fraction thereof. GRADING Plan Review Fees (4) $ (5) TOTAL PLAN REVIEW FEE DUE WITH PERMIT APPLICATION (1+4+5) $ 370 The Plan Review and Approval fees cover TWO reviews: I) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction letter. Each additional review, which is attributable to the Applicant's action or inaction shall be charged 25% of the Total Plan Review Fee. Approved 09.25.02 Last Revised 01.01.19 •\ BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 6. Permit Issuance/Inspection Fee (B+C+D) $ 2c) (6) 7. Pavement Mitigation Fee $ — (7) The pavement mitigation fee compensates the City for the reduced life span due to removal of roadway surfaces. The fee is based on the total square feet of impacted pavement per lane and on the condition of the existing pavement. Use the following table and Bulletin 1B to estimate the p Approx. Remaining Years Pavement Overlay and Repair Rate (per SF of lane width) 20-15 (100%) $10.00 15-10 (75%) $7.50 10-7 (50%) $5.00 7-5 (33%) $3.30 5-2 (25%) $2.50 2-1 (10%) $1.00 0-1 $0.00 8. GRADING Permit Issuance/Inspection Fee Grading Permit Fees are calculated using the following table. Use the greater of the excavation and fill volumes from Item 5. QUANTITY IN CUBIC YARDS RATE 50 or less $23.50 51 —100 $37.00 101 — 1,000 $37.00 for 1" 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for 1" 1000 CY plus $14.50 for each additional 1,000 or fraction thereof. 10,001 — 100,000 $325.00 for the Pt 10,000 CY plus $66.00 for each additional 10,000 or fraction thereof 100,001 or more $919.00 for 1" 100,000 CY plus $36.50 for each additional 10,000 or fraction thereof. 9. Technology Fee (5% of 6+8) Approved 09.25.02 Last Revised 01.01.19 2 (8) ic (9) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ ev BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E (9) 11. ADDITIONAL FEES A. Allentown Water (Ordinance 1777) $ B. Allentown Sewer (Ordinance 1777) $ C. Ryan Hill Water (Ordinance 1777) D. Allentown/Foster Pt Water (Ord 2177) $ E. Allentown/Foster Pt Sewer (Ord 2177) $ F. Special Connection (TMC Title 14) $ G. Duwamish H. Transportation Mitigation $ I. Other Fees Total A through I $ -- (10) 54. ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $70.00 per inspection. WATER METER FEE Permanent and Water Oply Meters Size (inches) Ins : ation Cascade Water Alliance RCFC ,,--- 01.01.2019 — 1231.2019-- Total Fee 0.75 $625 $6,4167 $7,041 1 $1125 $16 040 $17,165 1.5 $2425 ' 39480 $34,505 2 $2825 $51,32 $54,153 3 $4425 $102,656 $107,081 4 $7825 $160,400 ''''.. $168,225 6 $12525 $320,800 '$3,33,325 Approved 09.25.02 Last Revised 01.01.19 Te pora07 Meter e 0.75" $300 2.5" $1,500 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $12,135.23 D19-0221 Address: 14817 46TH LN S Apn: 0042000132 $12,135.23 DEVELOPMENT $5,793.57 PERMIT FEE R000,322,100.00.00 $5,547.07 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $120.00 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $120.00 IMPACT FEE $4,542.00 FIRE R304.345.852.00.00 0.00 $1,683,00 PARK R104.345.851.00.00 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. 22. 00.00.00 0.00 $260.00 PUBLIC WORKS $L037.38 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 TECHNOLOGY FEE $307.28 TECHNOLOGY FEE R000.322.900.04.00 0.00 $307.28 TOTAL FEES PAID BY RECEIPT: R18305 $12,135,23 Date Paid: Friday, August 09, 2019 Paid By: SIDHU HOMES INC Pay Method: CHECK 5467 Printed: Friday, August 09, 2019 2:53 PM 1 of 1 Cash Register Receipt City of Tukwila Receipt Number DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK , $3,855.60 D19-0221 Address: 14817 46TH LN $ Apn: 0042000132 $3,855.60 DEVELOPMENT $3,605,60 PLAN CHECK FEE R000.345,830.00,00 0.00 $3,605.60 PUBLIC WORKS $250.00 BASE APPLICATION FEE R000.322,100.00.00 0.00 $250.00 TOTAL FEES PAID BY RECEIPT: R18083 [ $3,855.60 Date Paid: Tuesday, July 09, 2019 Paid By: SIDHU HOMES INC Pay Method: CHECK 5453 Printed: Tuesday, July 09, 2019 1:47 PM 1 of 1 SYSTEMS d ;35 c=, 4a) cv 0 2-00-00 1:',9 -06-00 N.) J406 JUS24 JUS24 J1206 JUS24 J1406 L12.'N._, J JUS24 1506 S24 . _ JB1 60 31S241j - — -t JB180 N. JUS24 - cd B200 SI IU!!, JUS24 JB180 JUS24 '4 JB100 JUS24. i J1506_, , , J-1406 it's2411 ' i - i 1 - 1 J1206 JUS24 '1 1J 1 006 JUS24 ' J806 .1406 CD 9 8 0 z Drawing Type: Roof Trusses Loading TC/LL = 25.0 Ib TC/DL= 8.0 lb BC/DL= 7.0 Ib WIND = 110 mph CD 'B' JUS24T CD A01 rn 33 C) rn FT1 40-00-00 co op co CD CD CD CD 0) CD 114". Customer: 10-Phone Quote - PPTC100 Job Name: Geddie Residence Job Number: J1034460 Plan: Geddie Residence 28-11-08 c_ JUS24 US24 JUS24 JUS24 — JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JS241 JUS24 c..'? 03 i= 0 Z o -** 0 c cn — co 70. 00 Sales Rep: Tony Campain Estimate By: Richard Estrada Finalized By: Date: 5/21/2019 CD J806 006 J1206 J1 456 1606 J1806 J2006 J2006 1806 J -10016 J1T06 J1206 CD CD 6 c, 2-00-00 CA) 6 c, 6 c, 2-00-00 theTRIFS co. ft BUILDING SUPPLY INC. STRUCTURAL CALCULATIONS BEAMS SHEAR FOUNDATION REVIEWED FOR CODE COMPLIANCE . APPROVED AUG 08 2019 City of Tukwila BUILDING DIVISION Prepared by: Bruce S. MacVeigh, P.E. Civil Engineer 14245 59th Ave. S. Tukwila, WA 98168 Cell Ph: (206) 571-8794 NEW RESIDENCE 14817 46th Lane S. Tukwila, WA 98168 PN: 004200-0132 (Site Lot #3) Sidhu Homes Gary Singh 206-244-1900 July 26, 2019 CORR CTION LTR# RECEIVED CITY OF TUKWILA JUL 2 6 2019 PERMIT CENTER BEAM CALCULATIONS See beam reference fettering on plan sheets which correspond to the following beam calculations. BEAM CALCULATIONS DATE: / PROJECT: 6.52-72y s-tes-ax.,/ 7 0. MEMBER LOCATION: ,44-4- '7"4, IP 0=Z. c' itJ (it 09-1> SPAN = L = FEET DL ?° PSF LL = ZPSF 21' 2 - THEREFORE TL = S PSF w = TL x width contrib. area = PLF 4S-)c 2/ MDES. (UNIF. LOAD) w x L2/8 FT # • 6ele FT # FT # IN # x P) x X FT # FT # FT # IN # BEAM OR JOIST TYPE: /1/44 GRADE: /""44 Fb PSI BEAM OR JOIST SIZE: 4 x Minimum S req'd = 41/ b x d2/6 THEREFORE: My S Fb MCAP. = 7-?'49 rre GREATER THEREFORE OKAY (AABEAMBLANICBLANILDOC) Mc = #‘0, 775- IN # IN # REQUIRED BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: /t/A /A/ SPAN = L = 7 FEET tac / 7e7A-/ 7,0 "7".S DL PSF LL = 4° PSF THEREFORE TL = ‘C) PSF w = TL x width contrib. area = g o PLF A 7 3 MDES. (UNIF. LOAD) w x L2/8 e/42 BEAM OR JOIST TYPE: T7 Z GRADE: 0 THEREFORE: (AABEAMBIANKBLANICDOC) FT # FT # FT # IN # x P) x X FT # FT # FT # IN # PSI BEAM OR JOIST SIZE: // %/OP 8 Minimum S req'd Sbxd2/6 11•13 = IN3 Mc = S Fb Mc MCAP = 79 rpf e/MA 7 GREATER THAN M —DES. = / e17‘-' (# REQUIRED THEREFORE OKAY BEAM. CALCULATIONS DATE: PROJECT: MEMBER LOCATION: /41,9//.1 ieo 0,e — SPAN = L = CI FEET BEAM OR JOIST TYPE / BEAM OR JOIST SIZE: /f7,5" S = b x d2/6 INT3 = THEREFORE: McAp.= S MCAP. = (AABEAMBLANKBLANK.DOC) DL = 2° PSF LL = '7r° PSF THEREFORE TL = de, PSF = TL x width contrib. area = e° PLF MDES. (UNIF. LOAD) = w x L2/8 , FT FT # FT # IN # /L x P) x X FT# FT # FT # IN # GRADE: //47 F PSI Minimum S req'd = Fb IN # t71 / )2(# GREATER THAN MDES. 2 3-c) j171; REQUIRED THEREFORE OKAY //v BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: /70 in Ft 4' ° 0.7 SPANFEET ki 005'7 Fi oar A tt, 4 "et S /Ale 7tiro2I e- /411F4 i7,it DL 4?0 PSF LL = 1 PSF THEREFORE IL = PSF w = TL x width contrib. area = S-7° PLF MDES. (UNIF. LOAD) = MDES. (POINT LO w x L2/8 62/19 Ye, 7W0 FT # FT # FT # IN # /L x P) x X FT # FT # FT # IN# BEAM OR JOIST TYPE: /1/ r9 GRADE: 4 2 Fb = r.51:, PSI BEAM OR JOIST SIZE: 4 " Minimum S req'd = 3er a-- S = b x d2/6 1N3 = THEREFORE: McAp. MCAP. (AABEAMBLANKBLAN1CDOC) _3 1N3 Fb = MCAP. IN# GREATER THAN MDES. THEREFORE OKAY 753'rN# .0, 745 e, IN # REQUIRED BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: ei 01, SPAN = ci4` FEET rt 4 4- 14/ 01/4 Ae 411 C"...k ?c PSF LL = 40 PSF THEREFORE TL = 0 PSF TL x width contrib. area = 7 4:3 PLF t‘O 7I y MDES. (UNIF. LOAD) = w x L2/8 ;3' /ZJ9 = :y1040 let C"" FT # FT # FT # IN # BEAM OR JOIST TYPE: (;:e GRADE: .C7.Z> Fb 2,4 oPSI BEAM OR JOIST SIZE. 11 A- 1 2 " Minimum S req'd = x d2/6 IN3 = THEREFORE: (AABEAMBLANKBLANICDOC) = /‘ , 0 IN McAp. = S = MC 452. 0 • Oi GREATER THAN MDEs. THEREFORE OKAY /4'5- IN # REQUIRED BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: frf.9 SPAN = L = 7 FEET DL = PSF LL = 4 0 PSF THEREFORE TL = 60 PSF = TL x width contrib. area = 2 PLF e ' 21 MDES. (UNIF. LOAD) = MDES. (POINT LOAD) w x L2/8 2 0 7-/ 62 FT # FT # - • FT IN # / L x P) x X FT # FT # FT # IN # BEAM OR JOIST TYPE: CZ Z3 GRADE: Fb 2)1re° PSI BEAM OR JOIST SIZE: .7Y49 ‘' le " Minimum S req'd = Zfe //1/ S = b x d2/6 IN3 = THEREFORE: McAp. = MCAP. (AABEAMBLANKBLANICDOC) S . = o IN Fb 75-eo )4felvo = eIN # GREATER THAN MDES. =63 41) IN # REQUIRED FORE OKAY -7 BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: "fAt-f"-e e"ok• SPAN ( 9 FEET 7 efroeir DL 749 PSF LL = QC) PSF THEREFORE TL = (4) PSF w = TL x width contrib. area = PLF MDES. (UNIT. LOAD) = W X L2/8 = 77"e MDES. (POINT LO BEAM OR JOIST TYPE: 42 GRADE: oj i FT #. FT # FT # IN # L x P) x X FT # FT # FT # t F'D IN # Fb = ° PSI BEAM OR JOIST SIZE. 31" Minimum S req'd = 5-0 '4" /iv d2i6 IN3 = = 7r. 00 IN3 THEREFORE: McAp. = S Fb MCAP.JN # MCAP. = r` PC /00,00'9 IN # GREATER THAN MDES. = (4" 0 IN # REQUIRED THEREFORE OKAY (AABEAMBLANKBLANK.DOC) • OfairemaRmigrewet BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: tip /A/ toe'? 45° 4/4-1 — (.4."? r e ,i2 7Jff SPAN FEET DL = ?0 PSF LL = T0 PSF THEREFORE TL = ‘t, PSF 6 t w = TL x width contrib. area = f4 PLF ap t ;7- 9 + 94er MDES. (UM-F. LOAD) = W X L2/8 = / ft- / MDES. (POINI"L° C CItr P ( ‘c' fz, 574'- Pit (P9, i) = 7-FF, c9 e• FT # FT # FT # IN # X) / x P) x X FT # FT # FT # IN # BEAM OR JOIST TYPE: 0.2.2' GRADE: .5211e) Fb PSI BEAM OR JOIST SIZE: C ?i`f Minimum S req'd = 4f/4 /Ai S = b x d2/6 THEREFORE: (AABEAMI3LANKBLANK.DOC) McAp. = S MCAP. =erle Fb ?‘ (1 3. IN3 MCAP. .57e, 0 = GREATER THAN MDES. =e:,IN # REQUIRED THEREFORE OKAY BEAM C C ATIONS DATE: PROJECT: MEMBER LOCATION: /4 A /A/ SPAN tl a 7 sr FEET DL = 2 PSF LL q° PSF THEREFORE 'IL = 6 PSF a P P / 5 P w = TL x width contrib. area = PLF 6-61 3 +/Bo MDES. (UNIF. LOAD) w x 8 /8 .• 73-e o 0 MDES. (PINT LOAD) = FT # FT, # FT # IN # X)/L x P) x X FT# FT # FT # IN # BEAM OR JOIST TYPE: 5 GRADE: 5.-7a- Fb e."etef'49 PSI BEAM OR JOIST SIZE. 5- ( 2 I` Minimum S req'd = b x d2/6 Z-3 0 The THEREFORE: (AABEAMBLANKBLANK.DOC) S • Fb = McAp1N# mcAP = a-"3,o • ,‘.e c, =25rN# GREATER THAN MDES. 4-C IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: /7/9 /474- SPAN = L = /0 FEET r -15-Ateo#-/ DL = ?o PSF LL = 4 PSF THEREFORE it = ‘C) PSF = TL x width contrib. area = /, PLF MDES. (UNIF. LOAD) = BEAM OR JOIST TYPE: /4 " 49 GRADE: ,41--*- BEAlvI OR JOIST SIZE: 4 ("ia b x d2/6 IN THEREFORE: M = S Fb mc (AABEAMBLANKBLANK.DOC) w x L2/8 /5--o /a zA9 .••••••••••••• FT # FT # FT # IN # x P) x X FT # FT # FT # IN # Fb TS--0 PSI Minimum S req'd = 7i, 5' //V 73, e3 = . , r54-0 GREATER THEREFORE Y MCAP IN # 6z = Z): C) IN # REQUIRED I BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: SPAN = L = C. FEET ...f.D.,4" /o c:42- - - c DL = 20 PSF LL = 40PSF THEREFORE TL = PSF. TL x width contrib. area = ro PLF (6' I, 33 MDES. (UNIF. LOAD) w x L2I8 Is'o /52, / FT # FT # FT # IN # /L x P) x X FT # FT # FT # IN # BEAM OR JOIST TYPE: GRADE: // 0 Fb BEAM OR JOIST SIZE: // Minimum S req'd S b x d2/6 IN3= THEREFORE: (AABEAMBLANICBLAMCDOC) MCAP. = S MCAP. = Fb MCAP. # 71 ° IN # PSI 3 41/ GREATER THAN MDES. = 47 5 IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: tr-o f-i0 A ("Ai SPANSPAN= L= 0 FEET DL = 2 PSF LL = 40 PSF THEREFORE TL = ‘.0 PSF w = TL x width contrib. area = PLF jo 6 73 MDES. (UNIF. LOAD) = w x L2/8 ' 7o2/ 0.-L es2e06 MDES. (POINT LOAD) = FT # FT # FT # IN # / L x P) x X FT # FT # FT # IN # BEAM OR JOIST TYPE: 7 JJ. GRADE: 36" Fb = PSI BEAM OR JOIST SIZE. ./1 1/25' Minim S = b x d2/6 IN3 = THEREFORE: McAp.= S (AABEAMBLANKBLANK.DOC) IN3 S req'd = 41/ Fb = MCAP. IN# MCAP. GREATER THAN MDES. THEREFORE OKAY - ‘,7 P cf, IN # e,e, IN # REQUIRED BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: SPAN lzpic2/2_ FEET DL = PSF THEREFORE TL = PSF PSF = TL x width contrib. area = PLF MDES. (UNIF. LOAD MDES. (POINT LOAD w x L2/8 FT # FT # FT # IN# X)/L x P) x X FT# FT # FT # IN # BEAM OR JOIST TYPE • / T-2- GRADE: 0 Fb PSI BEAM OR JOIST SIZE: // --7/8 Minimum S req'd = S=bxd2/6 THEREFORE: = S Fb = Mem). IN # IN # GREATER THAN MD s. THEREFORE OKAY (AABEAMBLANKBLANKDOC) IN # REQUIRED /1 BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: re, r•-• 4 SP FEET DL = PSF THEREFORE TL = PSF me / PSF w = TL x width contrib. area = PLF MDES. 0 w x L2/8 FT # FT # FT # IN # MDES. (POINT LOAD) = ((L — X) / L x P) x X FT # FT # FT # IN # BEAM OR JOIST TYPE: 77 GRADE: //0 Fb/ PSI BEAM OR JOIST SIZE: fi X:53 d2/6 IN = THEREFORE: WAR MCAP (AABEAMBLANICBLANKDOC) = S Minimum S req'd Fb = McAp IDN # GREATER THAN MDES. THEREFORE OKAY IN # IN # REQUIRED //v3 DESIGN PROPERTIES 1 t1.'-134' r 914' 3' 113' 14' TJI® 110 Joists 1!4'-13ri' i 1 r2t'A i --1 r23Ae' + 1 r2 s' -1 r3w r l h'-134'r ' 134' 1�%' " 111/2" 113' 111/2" 113" 3/414" 14' 3/4' 14' 7/i6' 14' 16' 16' 16' 16" -1 -% -__i TJI® 210 Joists TJI® 230 Joists TJI® 360 Joists TJI® 560 Joists Design Properties (100% Load Duration) .%" yr lSy,+ �,J $r s'I L ,, ,. 1� . ik a,, , .. e 1 t ..i, 1• a•,l ..l�µtt �!'1� ux' relsj 9 r e v: ., J.'''i"+ r r �, 1S ti . cu',` r r. al r is �i./11 s..'�''' ' T'' '''x , , ^�y�p a � ,�L) , L .. a ! xi t kVi 't "5 ��I 'uFl t' r �. 13.':.,a ; i , r i i f,s rt� L 5 4{r W S ,Al , -,,,, Al, r $4, 1,'" .J - - A S t 1.� u a+ •[:., fd'':fl L 1'h I a) 'lv.•h` : i I Ili�it0n.. t, 1 fFj,its f t� ) r a a ,,1.r; ✓ e "d, 4 j .., A C� �i, i 1 `�1d� t �] m k'i'1:1u�'.te''+"`•; F' t) zi 'lN " ,,i> �(r' i 1 >! „,, tR �t ,},ty(''ti iT 7 .• C Y 1,�."' ,�il +,, I t� . rLJ"L) r�lr",.!*5 i� �� 7� , �h i i ri �yH^ ,x { !! 11 c i� `I 6(�e p. , e. ,.+ '� r �s t,�, 1,5 /1 }1 , : ; ��At 1! e t r �,e `. '1 ' � A .11 r e� ,�sr. • 1:.' f t `� .,` ,q !. , 3,5.•I �6 i'l t r 'y ' I; w' i 2.3 • 2,500 157 1.220 910 1,220 1,935 NA._ 22350 N.A. fi kk . 3;� :•1,380 r - a 11 _ t , 2.7 3,330 06 1330 1,060 1,330 2,410 N.A. - 2,790 1 N.A. �'' kk Illppp��" .2 T '.! r i 14,1p a: �i `, ,„,,,, ,A80. r . ", 2.8 3,795 ✓ 315 1655� 1,005*� 1,460 2145 505 2,565 2,925 i"' 3 ,8 080. 1,2-,,- 5 2,460 2815 000 360 j t - .10 :: ; 0, i ,�80." . 4 :9 ._.300,3 '' - 7,75T-53 i _ 3,37O ,':, n ;as " '•,1 , i ; ! ! 2.8 3,740 392 1,860 910 1,375 1,935 2,295 2 350 I 2,705 1; 7+49 .• :: , r; :, .:1,945: ', ,1„ 005 >.., , .: a<I 400 l , 2, 'r- ' `22 $ 5 721926: ,i' `".„� 'i l a 3.3 _,1,990 50p9 1,485 2,765 2,799p0 3,150 �Yl h '3 3 y1,94C5 .. -:.4L M'•` � }1/060 3h0 r �y2,,441100 '. 2,45 ! � 3NO i 7, . f ` 4.2 11,275 926 2,390 1,265 1,725 3,000 3,475 3,455 ! 3,930 3,3,E .l .. j 0 � : , : 9' ., 2,190 ...<' 1095:::.., ='! i ?' , : y'1el' ,, . .,5)15 ''2: i .',: 25 , .;' I !'' 3.5 5,710 691 2,190 1,060 1,485 2,410 i65 2,790 • 3,150 3 .' . '' i',405 '890 1. Y 190. J _k <<1 ..',°1595 . .. ' 2. kla ''r' 3 '.+ • 3t360.1, :: '' ,#;' 4.5 _, 12,925 1,252 ; 2,710 1,265 1,725 _ 3,000 3,475 3,455 3,930 (I) Caution' Do not increase joist moment design properties by a repetitive member use factor. (2) See detail W on page 6 for web stiffener requirements and nailing information. General Notes ■ Design reaction includes all loads on the joist. Design shear is computed at the inside face of supports and includes all loads on the span(s). Allowable shear may sometimes be increased at interior supports in accordance with ICC ES ESR-1153, and these increases are reflected in span tables. • The following formulas approximate the uniform load deflection of a (inches): For Tile 110, 210, 230, and 380 Joists A = 22.5 wL + 2.67 wL2 El dx105 w = uniform load in pounds per linear foot L = span in feet d = out -to -out depth of.the joist in inches El = value from table above For The 560 Joists _ 22.5 wl4 + 2.29 w1t EI dx105 PRODUCT STORAGE 'Y N. ay 4 % kkl. oy'r %, Protect product from sun and water UNION: Wrap is slippery when wet or icy Use support blocks at 10'an-center to keep bundles out of mud and water Allen slickers directly over support blocks Trus Joist* TM* Joist Specifier's Guide TJ-4000 I May 2013 3 • Western Woods Use Book 3.3 Western Lumber Design Values r-- BASE VALUES FOR WESTERN DIMENSION LUMBER* Sizes: r to 4thick by 2" and wider Use with appropriate Adjustments In Tables 3.1 A through 3.1G Grades described in Western Lumber Grading Rules, Sections 40.00, 4'1.00, 42.00 and 62.00, Table 3.4 SASE VALUES Also Stress -Related Boards. see Section 30.60 Species or Group Grade Extreme Fiber Stress in Bending Fb Tension Parallel to Grain liarlIontal Shear F1 - Compresslon Perpen• dicular Fel Parailel to Grain Fe 'Modulus at Elasticity E .Single Ft ,Dougles Fir. Select Structural 1450 1000 95 625 1700 1,900,000 Larch --Ne). 1 & Igtr. 1150 775 95 625 1500 1,800,000 No. 1 1000. 675 95 625. 1450 1,700,000 001.101$ Fil No, 2 875 575 95 . 625 1300 - 1,600,000 western Lirch No. 3 500 325 95 625 750 1,400,000 Construction 1000 . 650 • • : - . '95 - - ' • 625 1600 1,500,000 Standard 550 375 • 95 . • , 625 1350 1,400,000. • Utility , -. 95 '• - - . . 625 875 • 1,300,000 . Stud . 675 :1450 :.::. •-•:0n-.,...95..'t- • - - .. .ti6 1,400,000 Douglas Fir- Select Structural 1300 875 90 520 1550 1,400,000 South No. 1 900 800 90 520 1400 1,300,000 No. 2 ' 625 . 525 90 520 1300 - 1,200,000 Douglas Fir Sawn No. 3 475 300 - 90 520 750 " 1,100,000 Cons'ruction 925. . 600 90 520 1550 1,200,000 Standard 525 - 350 90 • • 520 1300 1,100,000 Utility 250 ' '150 90 - 520- 875 1,000,000 Stud , ' 650 425 C: OP - ' .520-••.. • 825 . • 4,100,000' Hem -Fir ' Select Structural 1400 900 - 75 405 1500 1-,600,000 No, 1 & Btr. 1050 . 700 75 405 1350 1,500,000 Wilson) Hemlock N. 1 600 75 405 1300 1,500,000 Noble Fir . 2 8 500 75 405 1250 1,300,000 CaElomie Red Fii .) 300 75 405 725 1,200,000 • Grand Fit Pacific S;iver A--ff Construction 975 575 75 405. 1500 1,300,000 White Fir Standard 550 325 75 405 1300 1,200,000 Utility . _ 250 .....-- . 150 75 ' 405 . 850 1,100,000 Stud • 675.• ‘s.400 ' -1' ' . :;7 5 , --, '. .405.-:-.--.' -.::-.0.: 1',20 0;000. Spruce -Pine -Fir Select tructural 1300 70 335 1200 1,300,000 (South) No. 1 850 400 70 335 1050 1,200,000 No. 2 750 325 70 335 -975 1,100,000 Mersin Soee.Jes: No. 3 425 - 200 70 335 550 1,000,000 Ertgeirnann Spruce Construction 850 1 375 ' 335 .1p00.000 Shire Spruce Lcidgopolis Plne Standard , 475 ' 225 : . .70 70 335' .1200 10,00 ..990,000 Utility 225 .... 100 7p 335 650 1900,000 - . Stud ., - .576.. 335 `''-:- !-600--i - - f;000,600 -' Western Cedars Select Structural 1000 600 75 425 1000 1,100,000 No. 1 725 425 75 425 825 1,000,000 weshica nee cedar No. 2 700 425 75 425 850 1,000,000 incense Cedar No. 3 400 250 75 425 375 900,000 Port Otford Gem Alaska Ceoar . Construction Standard: 800 .450 475 ': 275 . --, 75 75 425 850 ood,000 425 650 800,000 Utility - - ".... ' • - • "• - • 225 - — : - -, • - 125 • -: ::1i.25 - ;- 75,. . ' -75- 800,000 425 425 . . .. -425 400 • 900,000 Westem Woods Select Structural - 875 400 70 • 33f., : 1050 1,200.000 , Any of Me species ii1 the first lour speckt$ No. 1 No. 2 650 650 300 275 ' 70 70 335 • 335 925 875' 1,100,000 , , 1,000,000 ! groups above plus 1nY . No. 3 375 175 70 335 500 900,000 • : or el of Ihst lel:owing; . Idaho White Pine :Construction -. . 725 :.325 --?';* • ...- 70 • ' *335 I osq 1,000,00.0 Ponderosa Pkw • *Standard . 40 ;1,75 ' : , • 7.0 335 • 900 900,000 Sugar Pine Utility . . ' 200 ' . • : 75 • 70 • • 335 '600 800,000 Alpo nr moontaln Honlisce -,.,,,:.......,....,:.;!.,„,,..-..-.,,., --"-* k'k':. . 't — . ,,;•4: *, ' -. ,' . .. . -- - ' • •",‘ ' • .. "liF.' . -7ii5_ ' „ ' 'PPS .„ • 550 ,'Obii 600 'Design vutu.s In pounds per square Inch. SHEAR CALCULATIONS Please note that these shear calculations are based on Woodworks with an IBC 2015. HOLD DOWNS AND TIES KEY MODEL # CAPACITY NOTES 0 STHD14 3,815# 3.5"" X 3.5" MIN. STUD/POST Q I4D9B 6,580# 5.25" X 5.25" MIN. STUD/POST H012 12,065# 5.25" X 5.25"" MIN. STUD/POST 0 HC19 15,270# 5.25'" X 7.25" MIN. STUD/POST MST48 3,64-0# 3.5" X 3.5" MIN. STUD/POST NOTES: 1. ALL HOLD DOWNS AND TIES PER SIMPSON-STRONG-TIE. 2. SEECURRENT CATALOG TABLES FOR PROPER FASTENERS FOR EACH HOLD DOWN OR TIE. (A COPY OF THE TABLES FOR THESE HOLD DOWNS AND TIES IN INCLUDED IN THE BUILDING STRUCTURAL CALCULATIONS.) 3. CONSULT ENGINEER IF QUESTIONS ARISE IN THE FIELD CONCERNING PROPER INSTALLATION IN NON-STANDARD CONDITIONS. SILL PLATE ANCHOR BOLTS: IN ALL LOCATONS WHERE A SILL PLATE RESTS ON CONCRETE FOUNDATION USE 5/8" DIA. ANCHOR BOLTS AT 48" TYPICAL SPACING 2.5" SQUARE WASHERS (PER. USUAL PRACTICE) oodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN garyslot3at46th.wsw Level 2 of 2 0 0 0.0 0.0 -15' -10' -5' 0' 78.8 315.2 104.5 — 183.3 WoodWorks® Shearwalls 11.1 15.2 83. 315.2 78.8 183.3 104.5 July 26, 2019 07:20:15 — 0.0 0.0 65' 55 50' 45' 40' 35' a? 30' 10' 15' 20' 25' 30' 35' 40' 45' 50' 5560' 65' 70' 75' 80' 85' 411f 0-0 0-0 O Vertical element required Loads: Directional Case 1 Wind (W); Forces: 0.6W + Factored shearline force (Ibs) ▪ Factored holddown force (Ibs) • C Compression force exists Unfactored applied shear load (plf) Unfactored dead load (plf,lbs) Unfactored uplift wind load (plf,lbs) Applied point toad or discontinuous shearline force (Ibs) 0.6D; Rigid distribution 25' 20' 15' 5' 0' -5' -10' -15' -20' -25' -30' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN garyslot3at46th.wsw Level 1 of 2 WoodWorks® Shearwalls 11.1 July 26, 2019 07:20:15 151 7 1! I I 1 I i i 1 I I i i I 1 I i I 213 1 -15' -10' -5' 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' 85' Factored shearline force (Ibs) 11 I f Unfactored applied shear load (plf) Factored holddown force (Ibs) 0-0 Unfactored dead load (plf,lbs) • C Compression force exists (:)-0 Unfactored uplift wind load (plf,Ibs) III Vertical element required —II Applied point load or discontinuous shearline force (lbs) Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Rigid distribution 65' 60' 55' 45' 40' 35' 30' 25' 15' 10' 5' 0' -5' -10' -15' -20' -25' -30' WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.1 garyslot3at48th.waw Project Information DESIGN SETTINGS Jul. 28, 2019 07:20:25 Design Code Wind Standard Seismic Standard IBC 2015/AWC SDPWS 2015 ASCE 7-10 Directional (All heights) ASCE 7-10 Load Combinations For Design (ASD) For Deflection (Strength) 0.70 Seismic 1.00 Seismic 0.60 Wind 1.00 Wind Building Code Capacity Modification Wind Seismic 1.00 1.00 Service Conditions and Load Duration Duration Temperature Moisture Content Factor Range Fabrication Service 1.60 T<=100F <=19% <=19% Max Shearwall Offset [ftj Plan Elevation (within story) (between stories) 0.50 0.83 Maximum Height -to -width Ratio Wood panels Fiberboard Lumber Gypsum Wind Seismic Wind Seismic Blocked Unblocked 3.5 3.5 - - 2.0 1.5 Ignore non -wood -panel shear resistance contribution... Wind Seismic Never Never Collector forces based on... Hold-downs Applied loads Drag struts Applied loads Shearwall Relative Rigidity: Wall capacity Perforated shearwall Co factor: SDPWS Equation 4 . 3-5 Non -identical materials and construction on the shearline: Allowed, except for material type Deflection Equation: 3-term from SDPWS 4.2-1 Drift limit for wind design: 1 / 500 story height ITE INFORMATION Wind ASCE 7-10 Directional (All heights) Seismic ASCE 7-10 12.8 Equivalent Lateral Force Procedure Design Wind Speed 130 mph Serviceability Wind Speed 100 mph Exposure Exposure C Enclosure Partly Enclosed Min Wind Loads: Walls 16 psf Roofs 8 psf Risk Category Structure Type Building System Design Category Site Class Category II - All others Regular Bearing Wall D D Spectral Response Acceleration S1: 0.400g Ss: 0.750g Topographic Information [ft] Shape Height Length - - - Site Location: - Fundamental Period T Used ApproximateTa Maximum T E-W 0.227s 0.227s 0.318s N-S 0.227s 0.227s 0.318s Elev: Oft Avg Air density: 0.0765 lb/cu ft Rigid building - Static analysis Response Factor 2.00 2.00 Case 2 E-W loads N-S loads Eccentricity (%) 15 15 Loaded at 7 5 % Fa: 1.20 Fv: 1. 60 1 WoodWorks® Shearwalls garys[ot3at46th.wsw Jul. 26, 2019 07:20:25 Structural Data STORY INFORMATION Story Elev [ft] Floor/Ceiling Depth ON Wall Height MI Ceiling 21.8 3 0.0 Level2 12.83 12.0 9.00 Level 2.83 10.0 9.00 Foundation 2.00 BLOCK and ROOF INFORMATION Block Dimensions [ft] Face Type Roof Panels Slope Overhang [ft] Block 1 2 Story E-W Ridge Location X, Y = 0.00 0.00 North Side 30.0 1.00 Extent X,Y = 67.00 45.00 South Side 30.0 1.00 Ridge Y Location, Offset 22.50 0.00 East Hip 30.0 1.00 Ridge Elevation, Height 34.82 12 .99 West Hip 30.0 1.00 2 WoodWorks® Shearwalls garyslot3at46th.wsw Jul. 26, 2019 07:10:28 SHEATHING MATERIALS by WALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick in GU in Ply Or Gvtv ibs/in Size Type Df Eg In Fd In Bk Notes O Ext Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 4 6 Y 2,3 Int Plywood siding 24/16 1/2 - - Horz 40000 5d Nail N 7 7 Y (Z� Both Struct Sh OSB 24/16 7/16 - 3 Horz 83500 8d Nail N 3 4 Y 2,3 Legend: Grp — Wall Design Group number, used to reference wall in other tables Surf — Exterior or interior surface when applied to exterior wall Ratng — Span rating, see SDPWS Table C4.2.2.2C Thick— Nominal panel thickness GU - Gypsum underlay thickness Ply — Number of plies (or layers) in construction of plywood sheets Or-. Orientation of longer dimension of sheathing panels Gvtv — Shear stiffness in lb/in. of depth from SDPWS Tables C4.2.2A-B Type — Fastener type from SDPWS Tables 4.3A-D: Nail — common wire nail for structural panels and lumber, cooler or gypsum wallboard nail for GWB, plasterboard nail for gypsum lath, galvanised nail for gypsum sheathing; Box - box nail;; Casing — casing nail; Roof— roofing nail; Screw — drywall screw Size - Common, box, and casing nails: refer to SDPWS Table Al (casing sizes = box sizes). Gauges: 11 ga = 0.120" x 1-3/4" (gypsum sheathing, 25/32" fiberboard), 1-1/2" (lath & plaster, 1/2" fiberboard); 13 ga plasterboard = 0.92" x 1- 1/8". Cooler or gypsum wallboard nail 5d = .086" x 1-5/8"; 6d = .092"x 1-7/8"; 8d = .113" x 2-3/8"; 618d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4'long. 5/8" gypsum sheathing can also use 6d cooler or GWB nail Df — Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg — Panel edge fastener spacing Fd — Field spacing interior to panels Bk — Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes — Notes below table legend which apply to sheathing side Notes: 2. Framing at adjoining panel edges must be 3" nominal or wider with staggered nailing according to SDPWS 4.3.7.1.4 3. Shear capacity for current design has been increased to the value for 15/32" sheathing with same nailing because stud spacing is 16" max. or panel orientation is horizontal. See SDPWS T4.3A Note 2. FRAMING MATERIALS and STANDARD WALL by WALL GROUP Wall Species Grade b d Spcg SG E Standard Wall Grp in in in psi^6 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Exterior Segmented 1 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 2 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 Legend: Wall Grp — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spcg — Maximum on -centre spacing of studs for design, actual spacing may be less. SG — Specific gravity E — Modulus of elasticity Standard Wall - Standard wall designed as group. Notes: Check manufacture requirements for stud size, grade and specific gravity (G) for all shearwall hold-downs. 3 Uls SHEARLINE, WALL and OPENING DIMENSIONS North4outh Shwarl|nes Type wall Group Location x [ft] Fident Pq start End Length Ift) FHS Im Aspect Ratio weight pft] Line Level 2 Line z Wall z-z Segment z Opening 1 segment 2 opening o Segment 3 Lovell Line 1 Wall z-z Segment 1 Opening z Segment c opaoion u Segment o Line Lwvm|1 Line o W*zz 2-1 Line 3 Leve12 Line 3 Wall 3-1 Segment � 9m?u Opening z Segment u Lovell Line a Wall s-z oeg oeg o=« oeo oeg oeg aeg z z - - - - - 1 z - - - - - 1 1 1 z - - - z z 0.00 0.00 - - - - - 0.00 n.VV - - - - - 3e'00 so'nn 67.00 67'00 - - - 67.00 67,00 0.00 *5.00 0.00 45.00 0'00 20'00 20,00 26.00 26.00 35.00 35.00 37.00 37,00 45.00 0.00 45.00 0.00 45.00 o'no 18'00 18,00 20.00 20.00 26.00 26.00 31.00 az'oo 45.00 n'uo *x.oO 0.00 23.00 0.00 45.00 0.00 45.00 0 uO yw nV . . »o.nu s*.nV 36,00 45.00 0.00 «s.00 0.00 «o'oo os'oO *5.00 20.00 6.00 9.00 2,00 8.00 ou'Vu 45.00 18.00 2.00 6.00 n'oo 14,00 «s.uo 23.00 *u.nn 45.00 �n oO , 2.00 9100 45,00 «u,uo 37.00 37,00 - - - - - 38'00 38.00 - - - - - e3.00 23'00 43.00 43,00 _. -- - 45.00 «s.on - - 0.45 - 1.00 - 1.13 - - 0.50 - 1.50 - 0.64 - 0.39 - - 0.26 1.00 - 0.20 y.o0 - - 7.00 - ' 7.00 - e.nu - - 7.00 - 7'00 - y'Vo - y'on - _ 7'00 - 9.00 - East -west Shearlinwm Type wall Group Location y [ft] Eutent(ft) start End Length Iftl FHS IN Aspect Ratio Height Ift] Lime A LmvwX2 Line A Wall a-1 Segment z Opening I Segment 2 Opening 2 Segment s Opening 3 Segment o Opening « Segment s Opening n Segment o Opening o Segment 7 Lovell Line A mall A-1 Segment z Opening 1 Segment c Opening u Segment 3 Opening 3 Segment o Opening « Segment 5 opening s Segment 6 Line Lovell Line e Wall a-z Segment z Opening I Seg se9 oeg z z - - - - - - - - _ - - - - z 1 - - - - - - - - - - - 1 z - - 0.00 V'OO - - - - - - - - _ - - - - o'VV 0.00 - - - - - - - - - - - 23.00 zr'oo - - V'Vo 67.00 0.00 67.00 0.00 3.00 3'00 13.00 13.00 16.00 16.00 26.00 26'00 29.00 29,00 35.00 35'00 40.50 *0'50 52.50 xz.»o »u.sn 55.50 57.50 yr.5U 61.00 *z.00 65.00 65.00 67'00 o'VO 67.00 o.n* nr'oo 0.00 s'Vn o'ou 13.00 13,00 16.00 16.00 26.00 26.00 29.00 29.00 35.00 s».nn 40.50 40.50 52.50 uz.m 57'50 57.50 65.50 65.50 67.00 0.00 67.00 38.00 67.00 an'no *0.00 *n.on 43.00 67.00 67.00 3.00 10.00 3.00 10.00 3.00 6.00 5.50 12.00 3.100 2.00 3.50 x'nV 2'V0 67.00 67.00 3.00 10.00 3.00 10.00 3.00 6.00 5.5n lu'uo 5.00 8.00 1.50 67.00 39.00 2.00 3.00 5.50 5.50 - - - - - - - - _ - - - - 10.50 zo'oo - - - - - - - - - - - z«.no z«.oV - - - - 3.00 - 3.00 - 3.00 - 1.64 - a.on - z.s� - 4.50 - - 3.00 - 3.00 - 3.00 - 1.64 - 1'80 - 6.00 - - 4.50 - 9.00 - - 7.00 - 7.00 - 7.00 - 7.00 _ 7.00 - 7.00 - 9.00 - - 7.00 - 7.00 - 7.00 - 7.00 - 7'00 - 9.00 - - 7.00 ���� KU� ����K��|����rk���N~�".������.n~� SHEARLINE, WAL Segment 2 Line Lovell md OPENING DIMENSIONS (continued) Line n o*9 nazz n-z aen Line Level Line o Segment 1 Opening z Segment z opuoio« 2 Segment 3 opening 3 Segment o Opening « Segment o Lovell Line o c noo n-1 oeg u Segment z oppoiuy z Segment z Opening 2 Segment a Opening 3 Segment o opening x Segment 5 z _ - - - _ - - - - _ 43,00 87.00 24.00 34.50 0.00 67.00 67'00 34.50 26,00 26'50 0'50 «s.00 45.00 - O. - 0.00 18.00 9.00 - 0.00 67'00 67'00 50'00 - 9-00 0100 67.00 67.00 50.00 O'OV 16'00 16,00 - 0.56 - 16.00 19.00 3.00 - - 7.00 19.00 24.00 5.00 - 1.80 - 24'00 29'00 5.00 - - 7.00 29.00 36'00 7.00 - 1,29 - 3s.00 40.00 4.00 ~ - 7.0o 40,00 48.00 8.00 1.13 - 48'00 53.00 5.00 - - 7.00 53.00 67.00 1*.00 - 0'64 - - *s'VV 0.00 67.00 67.00 *6'00 - *.00 45'00 8.00 67.00 67.00 46.00 - - - o.xm 3'50 3.51) - 2.51 - 3.50 5.50 2.00 ~ - 7.00 5'50 19.00 13,50 - 0.67 - - 19.00 29.00 10.00 - - 7.00 - 29.00 36.00 7.00 - 1.29 - - 36.00 «z.00 5'00 - 7.00 - «z.Oo 48.00 7.00 - 1'29 - 48,00 52.00 *.00 - - 7^00 52,00 67'00 15.00 - 0.60 - NSW =non-sheamveV Location - Dimension perpendicular to wall FH0 of fu"eight sheathing used to resist shear force. For penbrated walls, it is based on the factored segments Udefined in SDPVVS 4.3,43 Aspect Ratio Ratio of wall height to segment length (hlbs) Wall Group - Wall design Standard Wall If two wall group numbers listed, they are for no diaphragm and flexible diaphragm design. WoodWorks® Shearwalls arys1ot3at46th.wsw Jul. 26, 2019 07:24:10 Loads WIND SHEAR LOADS (as entered or Qenerated Level2 Block F Element Load Case Wnd Dir Surf Dir Prof LocatIon[ft] Start End Magnitude Pbs.P1tPan Start End Tdb Ht 'ft] Block 1 W L Roof 1 W->E Wind Line -1.00 22.50 0.0 95.0 Block 1 w L Roof %in W->E Wind Line -1.00 22.50 0.0 54.3 Block 1 W Wall Min W->E Wind Line 0.00 45.00 36.0 Block 1 W Wall 1 W->E Wind Line 0.00 45.00 101.0 Block 1 W R Roof 1 W->E Wind Line 22.50 46.00 95.0 0.0 Block 1 W R Roof Min W->E Wind Line 22.50 46.00 54.3 0.0 Block 1 E L Roof Min W->E Lee Line -1.00 22.50 0.0 54.3 Block 1 E L Roof 1 W->E Lee Line -1.00 22.50 0.0 246.9 Block 1 E Wall Min W->E Lee Line 0.00 45.00 36.0 Block 1 E Wall 1 W->E Lee Line 0.00 45.00 54.9 Block 1 E R Roof 1 W->E Lee Line 22.50 46.00 246.9 0.0 Block 1 E R Roof Min W->E Lee Line 22.50 46.00 54.3 0.0 Block 1 W L Roof Min E->W Lee Line -1.00 22.50 0.0 54.3 Block 1 W L Roof 1 E->W Lee Line -1.00 22.50 0.0 246.9 Block 1 W Wall 1 E->W Lee Line 0.00 45.00 54.9 Block 1 W Wall Min E->W Lee Line 0.00 45.00 36.0 Block 1 W R Roof 1 E->W Lee Line 22.50 46.00 246.9 0.0 Block 1 W R Roof Min E->W Lee Line 22.50 46.00 54.3 0.0 Block 1 E L Roof 1 E->W Wind Line -1.00 22.50 0.0 95.0 Block 1 E L Roof Min E->W Wind Line -1.00 22.50 0.0 54.3 Block 1 E Wall 1 E->W Wind Line 0.00 45.00 101.0 Block 1 E Wall Min E->W Wind Line 0.00 45.00 36.0 Block 1 E R Roof Min E->W Wind Line 22.50 46.00 54.3 0.0 Biock 1 E R Roof 1 E->W Wind Line 22.50 46.00 95.0 0.0 Block 1 S L Roof 1 S->N Wind Line -1.00 22.50 0.0 82.3 Block 1 S L Roof Min S->N Wind Line -1.00 22.50 0.0 54.3 Block 1 S Wall Min S->N Wind Line 0.00 67.00 36.0 Block 1 S Wall 1 S->N Wind Line 0.00 67.00 101.0 Block 1 S Ctr Roof Min S->N Wind Line 22.50 44.50 54.3 Block 1 S Ctr Roof 1 S->N Wind Line 22.50 44.50 82.3 Block 1 S R Roof Min S->14 wind Line 44.50 68.09 54.3 0.0 Block 1 S R Roof 1 S->N Wind Line 44.50 68.00 82.3 0.0 Biock 1 N L Roof 1 S->N Lee Line -1.00 22.50 0.0 246.9 Block 1 N L Roof Min S->N Lee Line -1.00 22.50 0.0 54.3 Block 1 N Wall Min S->N Lee Line 0.00 67.00 36.0 Block 1 N Wall 1 S->N Lee Line 0.00 67.00 68.3 Block 1 N Ctr Roof Min S->N Lee Line 22.50 44.50 54.3 Block 1 N Ctr Roof 1 S->N Lee Line 22.50 44.50 246.9 Block 1 N R Roof Min S->N Lee Line 44.50 68.00 54.3 0.0 Block 1 N R Roof 1 S->N Lee Line 44.50 68.00 246.9 0.0 Block 1 S L Roof Min N->S Lee Line -1.00 22.50 0.0 54.3 Block 1 S L Roof 1 N->S Lee Line -1.00 22.50 0.0 246.9 Block 1 • S Wall 1 N->S Lee Line 0.00 67.00 68.3 Block 1 S Wall Min N->S Lee Line 0.00 67.00 36.0 Block 1 S Ctr Roof 1 N->S Lee Line 22.50 44.50 246.9 Block 1 S Ctr Roof Min N->S Lee Line 22.50 44.50 54.3 Block 1 S R Roof 1 N->S Lee Line 44.50 68.00 246.9 0.0 Block 1 S R Roof Min N->S Lee Line 44.50 68.00 54.3 0.0 Block 1 N L Roof Min N->S Wind Line -1.00 22.50 0.0 54.3 Block 1 N L Roof 1 N->S Wind Line -1.00 22.50 0.0 82.3 Block 1 N Wall Min N->S Wind Line 0.00 67.00 36.0 Block 1 N Wall 1 N->S Wind Line 0.00 67.00 101.0 Block '1 N Ctr Roof Min N->S Wind Line 22.50 44.50 54.3 Block 1 N Ctr Roof 1 N->S Wind Line 22.50 44.50 82.3 Block 1 N R Roof 1 N->S Wind Line 44.50 68.00 82.3 0.0 Block 1 N R Roof Min N->S Wind Line 44.50 68.00 54.3 0.0 Level 1 Magnitude Tdb Block F Element Load Wnd Surf Prof Location im Ilbs.Plf,Psfl Ht Case Dir Dir Start End Start End (ft] Block 1 W Wall Min W->E Wind Line 0.00 45.00 44.0 Block 1 W Wall Min W->E Wind Line 0.00 45.00 36.0 Block 1 W Wall 1 W->E Wind Line 0.00 45.00 96.3 Block 1 W Wall 1 W->E Wind Line 0.00 45.00 116.8 Block 1 E Wall Min W->E Lee Line 0.00 45.00 36.0 Block 1 E Wall Min W->E Lee Line 0.00 45.00 44.0 Block 1 E Wall 1 W->E Lee Line 0.00 45.00 54.9 Block 1 E Wall 1 W->E Lee Line 0.00 45.00 67.1 Biock 1 W Wall Min E->W Lee Line 0.00 45.00 44.0 6 WoodWorks® Shearwalls garyslot3at46th.wsw Jul. 26, 2019 07:24:10 WIND SHEAR LOADS (as entered or generated) (continued) Min E->W Lee 1 E->W Lee 1 E->W Lee Min E->W Wind 1 E->W Wind Min E->W Wind 1 E->W Wind Min S->N Wind 1 S->N Wind 1 S->N Wind Min S->N Wind 1 S->N Lee Min S->N Lee 1 S->N Lee Min S->N Lee Min N->S Lee 1 N->S Lee 1 N->S Lee Min N->S Lee Min N->S Wind 1 N->S Wind 1 N->S Wind Min N->S Wind Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 Block 1 W Wall W Wall W Wall E Wall E Wall E Wall E Wall S Wall S Wall S Wall S Wall N Wall N Wall N Wall N Wall S Wall S Wall S Wall S Wall N Wall N Wall N Wall N Wall Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line Line 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 45.00 45.00 45.00 45.00 45.00 45.00 45.00 67.00 67.00 67.00 67.00 67.00 67.00 67.00 67.00 67.00 67.00 67.00 67.00 67.00 67.00 67.00 67.00 36.0 67.1 54.9 36.0 96.3 44.0 116.8 44.0 96.3 116.8 36.0 83.4 44.0 68.3 36.0 44.0 83.4 68.3 36.0 44.0 96.3 116.8 36.0 Legend: Block - Block used in load generation Accum. = loads from one block combined with another Manual = user -entered loads (so no block) F - Building face (north, south, east or west) Element- Building surface on which loads generated or entered Load Case - One of the following: ASCE 7 Al! Heights: Case 1 or 2 from Fig 27.4-8 or minimum loads from 27.1.5 ASCE 7 Low-rise: Reference comer and Case A or B from Fig 28.4-1 or minimum loads from 28.4.4 Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir - Windward or leeward side of the building for bads in given direction Prof- Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib Ht - Tributary height of area loads only Notes: All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.80 to wind loads before distributing them to the shearlines. 7 Wood o ks® Shearwalls garyslot3at46th.wsw Jul. 26, 2019 07:24:10 WIND C&C LOADS Block Building Wind Levef Magn d Face Direction Interior End Zone Block 1 West Windward 2 58.9 69.6 Block 1 East Leeward 2 58.9 69.6 Block 1 West Leeward 2 58.9 69.6 Block 1 East Windward 2 58.9 69.6 Block 1 South Windward 2 58.9 69.6 Block 1 North Leeward 2 58.9 69.6 Block 1 South Leeward 2 58.9 69.6 Block 1 North Windward 2 58.9 69.6 Block 1 West Windward 1 58.9 69.6 Block 1 East Leeward 1 58.9 69.6 Block 1 West Leeward 1 58.9 69.6 Block 1 East Windward 1 58.9 69.6 Block 1 South Windward 1 58.9 69.6 Block 1 North Leeward 1 58.9 69.6 Block 1 South Leeward 1 58.9 69.6 Block 1 North Windward 1 58.9 69.6 Wood o ks Shearwalls garys1ot3at46th.wsw Jul. 26, 2019 07:24:10 LDING MASSES Level2 Force Dir Building Element Block Wall Line Profile Location [ft] Start End Magnitude Ilbs,Plf.Psfl Start End Trib Width [ft] E-W Roof Block 1 1 Line -1.00 46.00 345.0 345.0 E-W Roof Block 1 3 Line -1.00 46.00 345.0 345.0 N-S Roof Block 1 A Line -1.00 68.00 235.0 235.0 N-S Roof Block 1 D Line -1.00 68.00 235.0 235.0 Both Wall 1-1 n/a 1 Line 0.00 45.00 45.0 45.0 Both Wall 3-1 n/a 3 Line 0.00 45.00 45.0 45.0 Both wall A-1 n/a A Line 0.00 67.00 45.0 45.0 Both Wall D-1 n/a D Line 0.00 67.00 45.0 45.0 Level 1 Magnitude Trib Force Building Block Wall Profile Location [ft] Pbs,Plf,Psti Width Dir Element Une 4 Start End Start End [ft] Both Wall 1-1 n/a 1 Line 0.00 45.00 45.0 45.0 E-W Floor Fl n/a 1 Line 0.00 45.00 335.0 335.0 Both Wall 3-1 n/a 3 Line 0.00 45.00 45.0 45,0 E-W Floor Fl n/a 3 Line 0.00 45.00 335.0 335.0 N-S Floor Fl n/a A Line 0.00 67.00 225.0 225.0 Both Wall A-1 n/a A Line 0.00 67.00 45.0 45.0 N-S Floor Fl n/a D Line 0.00 67.00 225.0 225.0 Both Wall D-1 n/a D Line 0.00 67.00 45.0 45.0 Both Wall 1-1 n/a 1 Line 0.00 45.00 45.0 45.0 Both Wall 2-1 n/a 2 Line 0.00 23.00 27.0 27.0 Both Wall 3-1 n/a 3 Line 0.00 45.00 45.0 45.0 Both Wall A-1 n/a A Line 0.00 67.00 45.0 45.0 Both Wall B-1 n/a B Line 38.00 67.00 27.0 27.0 Both Wall C-1 n/a C Line 26.00 26.50 27.0 27.0 Both Wall D-1 n/a D Line 0.00 67.00 45.0 45.0 Legend: Force Dir Direction in which the mass is used for seismic load generation, E-W, N-S, or Both Building element - Roof, gable end, wan or floor area used to generate mass, wall line for user -applied masses, Floor F# - refer to Plan View for floor area number Wall line - Shearline that equivalent line load is assigned to Location - Start and end points of equivalent line load on wall line Trib Width. - Tributary width; for user applied area loads only 9 WoodWorks® Shearwalls garyslot3at46th.wsw Jul. 26, 2019 07:24:10 SEISMIC LOADS Level 2 Force Dir Profile LocatIonffll Start End Mag Pba,Pit13101 Start End E-W Line -1.00 0.00 279.7 279.7 E-W Point 0.00 0.00 1222 1222 E-W Line 0.00 45.00 316.2 316.2 E-W Point 45.00 45.00 1222 1222 E-W Line 45.00 46.00 279.7 279.7 N-S Line -1.00 0.00 190.5 190.5 N-S Point 0.00 0.00 821 821 N-S Line 0.00 67.00 227.0 227.0 N-S Point 67.00 67.00 821 821 N-s Line 67.00 68.00 /90.5 190.5 Level 1 Force Profile Location MI Mag 11135,PICPsfl Dir Start End Start End E-W Point 0.00 0.00 1287 1287 E-W Line 0.00 23.00 187.1 187.1 E-W Point 23.00 23.00 167 167 E-W Line 23.00 45.00 181.4 181.4 E-W Point 34.50 34.50 3 3 E-W Point 45.00 45.00 1287 1287 N-S Point 0.00 0.00 864 864 N-S Line 0.00 26.00 134.4 134.4 N-S Line 26.00 26.50 140.2 140.2 N-S Line 26.50 38.00 134.4 134.4 N-S Point 38.00 38.00 133 133 N-S Line 38.00 67.00 140.2 140.2 N-S Point 67.00 67.00 864 864 Legend: Loads in table can be accumulation of loads from several building masses, so they do not correspond with a particular building element. Location - Start and end of load in direction perpendicular to seismic force direction Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distrbuting them to the shearfines. 10 oodWorks® Shearwalls garyslot3at46th.wsw Jul. 26, 2019 07:24:10 Design Summary SHEARWALL DESIGN Wind Shear Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Out -of -plane Sheathing All shearwalls have sufficient design capacity. Components and Cladding Wind Loads, Nail Withdrawal All shearwalls have sufficient design capacity. Seismic Loads, Rigid Diaphragm All shearwalls have sufficient design capacity. HOLDDOWN DESIGN Wind Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. Seismic Loads, Rigid Diaphragm All hold-downs have sufficient design capacity. This Design Summary does not include failures that occur due to excessive story drift from ASCE 7 CC1.2 (wind) or 12.12 (seismic). Refer to Story Onft table in this report to verily this design criterfon. Refer to the Deflection table for possible issues nagarding fastener slippage (SDPWS Table C4.2.20). 11 WoodWorks® Shearwails garyslot3at46th.wsw Jul. 26, 2019 07:24:10 Rigid Diaphragm Wind Design ASCE 7 Directional (All Heights) Loads SHEAR RESULTS N-S Shearlines W Gp For Dir ASD Shear Force (plf] v vmax V pbe] Asp -Cub Int Ext Int Allowable Shear [p11] Ext Co C Cmb V [lbs] Resp. Ratio Line 1 Level 2 Lnl, Lev2 - Both - - 7837 - - - - - - 24309 - Wall 1-1 1 Both - - 7837 1.0 1.0 125 532 - A - 24309 - Seg. 1 - Both 211.8 - 4236 1.0 1.0 125 532 - 657 13140 0.32 Seg. 2 - Both 211.8 - 1906 1.0 1.0 125 532 - 657 5913 0.32 Seg. 3 - Both 211.8 - 1694 1.0 1.0 125 532 - 657 5256 0.32 Level 1 Ln1, Levl - Both - - 12069 - - - - - - 24966 - Wall 1-1 1 Both - - 12069 1.0 1.0 125 532 - A - 24966 - Seg. 1 - Both 317.6 - 5717 1.0 1.0 125 532 - 657 11826 0.48 Seg. 2 - Both 317.6 - 1906 1.0 1.0 125 532 - 657 3942 0.48 Seg. 3 - Both 317.6 - 4446 1.0 1.0 125 532 - 657 9198 0.48 Line 2 Ln2, Levl - Both - - 6583 - - - - - - 15111 - Wall 2-1 1 Both 286.2 - 6583 1.0 1.0 125 532 - A 657 15111 0.44 Line 3 Level 2 Ln3, Lev2 - Both - - 7956 - - - - - - 28251 - Wall 3-1 1 Both - - 7956 1.0 1.0 125 532 - A - 28251 - Seg. 1 - Both 185.0 - 6291 1.0 1.0 125 532 - 657 22338 0.28 Seg. 2 - Both 185.0 - /665 1.0 I.0 125 532 - 657 5913 0.28 Level 1 Ln3, Levl 1 Both 262.3 - 11603 1.0 1.0 125 532 - A 657 29565 0.40 E-W W For ASD Shear Force (plf9 Asp -Cub Allowable Shear [pin Resp. Shearlines Gp Dir v vmax V [Ws] Int Ext Int Ext Co C Cmb V [Ibs] Ratio Line A Level 2 LnA, Lev2 - Both - - 1261 - - - - - - 3614 - Wall A-1 1 Both - - 1261 1.0 1.0 125 532 - A - 3614 - Seq. 1 - Both 0.0 - 0 1.0 1.0 125 532 - 657 - - Seg. 2 - Both 0.0 - 0 1.0 1.0 125 532 - 657 - - Seg. 3 - Both 0.0 - 0 1.0 1.0 125 532 - 657 - - Seg. 4 - Both 229.2 - 1261 1.0 1.0 125 532 - 657 3614 0.35 Seg. 5 - Both 0.0 - 0 1.0 1.0 125 532 - 657 - - Seg. 6 - Both 0.0 - 0 1.0 1.0 125 532 - 657 - - Seg. 7 - Both 0.0 - 0 1.0 1.0 125 532 - 657 - - Level 1 LnA, Levl - Both - - 2358 - - - - - - 6899 - Wall A-1 1 Both - - 2358 1.0 1.0 125 532 - A - 6899 - Seg. 1 - Both 0.0 - 0 1.0 1.0 125 532 - 657 - - Seg. 2 - Both 0.0 - 0 1.0 1.0 125 532 - 657 - - Seg. 3 - Both 0.0 - 0 1.0 1.0 125 532 - 657 - - Seg. 4 - Both 224.6 - 1235 1.0 1.0 125 532 - 657 3614 0.34 Seg. 5 - Both 224.6 - 1123 1.0 1.0 125 532 - 657 3285 0.34 Seg. 6 - Both 0.0 - 0 1.0 1.0 125 532 - 657 - - LineB LnB, Levl - Both - - 4139 - - - - - - 15768 - Wall B-1 1 Both - - 4139 1.0 1.0 125 532 - A - 15768 - Seg. 1 - Both 0.0 - 0 1.0 1.0 125 532 - 657 - - Seg. 2 - Both 172.5 - 4139 1.0 1.0 125 532 - 657 15768 0.26 Line D Level 2 LnD, Lev2 - Both - - 7771 - - - - - - 32850 - Wall D-1 1 Both - - 1111 1.0 1.0 125 532 - A - 32850 - Seg. 1 - Both 155.4 - 2487 1.0 1.0 125 532 - 657 10512 0.24 Seg. 2 - Both 155.4 - 777 1.0 1.0 125 532 - 657 3285 0.24 Seg. 3 - Both 155.4 - 1088 1.0 1.0 125 532 - 657 4599 0.24 Seg. 4 - Both 155.4 - 1243 1.0 1.0 125 532 - 657 5256 0.24 Seg. 5 - Both 155.4 - 2176 1.0 1.0 125 532 - 657 9198 0.24 Level 1 LnD, Levi - Both - - 11581 - - - - - - 62045 - Wall D-1 2 Both - - 11581 1.0 3.0 686 686 - A - 62045 - Seg. 1 - Both 199.2 - 697 .78 .78 534 534 - 1067 3735 0.19 Seg. 2 - Both 256.1 - 3457 1.0 ]..0 686 686 - 1372 18522 0.19 12 WoodWorks® Shearwalls garyslot3at46th.wsw Jul. 26, 2019 07:22:42 SHEAR RESULTS (rigid wind design, continued) Seg. 3 - I Both 256.1 Seg. 4 - Both 256.1 Seg. 5 - Both 256.1 1793 1793 3841 1.0 1.0 686 686 1.0 1.0 686 686 1.0 1.0 686 686 - 1372 9604 - 1372 9604 - 1372 20580 0.19 0.19 0.19 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Walt "'"means that this wall is critical for all walls in the Standard Wall group. For Dir Direction of wind force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for narrow segments as per 4.3.4.3 V - ASD factored shear force. For shearline: total shearline force. For wall: total of all segments on wall. For segment: force on segment Asp/Cub - For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capactry extenersheathing. For wati: Unkictorect For segment: Include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, $ = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V - Total factored shear capacity of shearline, wall or segment. Crit Resp - Response ratio = v/Cmb = design shear force/unit shear capacity. "S" indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 13 WoodWorks® Shearwalls garyslot3at46th.wsw Jul. 26, 2019 07:22:42 HOLD-DOWN DESIGN ri id wind deskin Level 1 Line- Wall Posirn Location[ft] X Y Load Case Tensile ASD Holddown Force Ps] Shear Dead U • itt Cmb'd Hold-down Cap Ibs Crit Res. Line 1 1-1 L End 0.00 0.12 1 4829 4829 HDU5-SDS2. 5645 0.86 1-1 L Op 1 0.00 17.87 1 3019 3019 HDU5-SDS2. 5645 0.53 1-1 R Op 1 0.00 20.13 1 1173 1173 HDU5-SDS2. 5645 0.21 1-1 L Op 2 0.00 25.88 1 1071 1071 HDU5-SDS2. 5645 0.19 1-1 R Op 2 0.00 31.13 1 2959 2959 8005-SDS2. 5645 0.52 V Elem 0.00 34.88 1 1961 1961 Refer to upper level V Elem 0.00 37.13 1 1968 1968 Refer to upper level 1-1 R End 0.00 44.88 1 4878 4878 HDU5-SDS2. 5645 0.86 Line 2 2-1 L End 38.00 0.12 1 2604 2604 HDU5-SDS2. 5645 0.46 2-1 R End 38.00 22.88 1 2604 2604 HDU5-SDS2. 5645 0.46 Line 3 3-1 L End 67.00 0.12 1 4051 4051 HDU5-SDS2. 5645 0.72 V Elem 67.00 33.87 1 1678 1678 Refer to upper level V Elem 67.00 36.13 1 1713 1713 Refer to upper level 3-1 R End 67.00 44.86 1 4087 4087 8005-SDS2. 5645 0.72 Line A A-1 R Op 3 35.12 0.00 1 4279 4279 HDU5-SDS2. 5645 0.76 A-1 L Op 4 40.38 0.00 1 4279 4279 HDUS-SDS2. 5645 0.76 A-1 R Op 4 52.63 0.00 1 2127 2127 HDU5-SDS2. 5645 0.38 A-1 L Op 5 57.38 0.00 1 2127 2127 HDU5-SDS2. 5645 0.38 Line B B-1 R Op 1 43.13 23.00 1 1569 1569 HDU5-SDS2. 5645 0.28 B-1 R End 66.88 23.00 1 1569 1569 HDU5-SDS2. 5645 0.28 Line D D-1 L End 0.12 45.00 1 3351 3351 HDU5-SDS2. 5645 0.59 D-1 L Op 1 3.38 45.00 1 1931 1931 HDU5-SDS2. 5645 0.34 D-1 R Op 1 5.63 45.00 1 2348 2348 HDU5-SDS2. 5645 0.42 v Elem 15.88 45.00 1 1421 1421 Refer to upper level D-1 L Op 2 18.88 45.00 1 1649 1649 HDU5-SDS2. 5645 0.29 D-1 R Op 2 29.13 45.00 1 3141 3141 HDU5-SDS2. 5645 0.56 D-1 L 0p 3 35.88 45.00 1 3588 3588 HDU5-SDS2. 5645 0.64 D-1 R Op 3 41.13 45.00 1 3581 3581 HDU5-SDS2. 5645 0.63 D-1 L Op 4 47.88 45.00 1 3834 3834 HDU5-SDS2. 5645 0.68 D-1 R Op 4 52.13 45.00 1 2344 2344 HDU5-SDS2. 5645 0.42 V Elem 53.13 45.00 1 1424 1424 Refer to upper level D-1 R End 66.88 45.00 1 3768 3768 HDU5-SDS2. 5645 0.67 Level 2 Tensile ASO Line- Location (ft] Load Holddown Force (IbsI Cap Crit Wall Posit'n X Y Case Shear Dead Uplift Cmb'd Hold-down pbsi Rasp. Line 1 1-1 L End 0.00 0.12 1 1930 1930 HDU5-SDS2. 5645 0.34 1-1 L Op 1 0.00 19.88 1 1930 1930 HDU5-SDS2. 5645 0.34 1-1 R Op 1 0.00 26.13 1 1961 1961 HDU5-SDS2. 5645 0.35 1-1 L 0p 2 0.00 34.88 1 1961 1961 HDU5-SDS2. 5645 0.35 1-1 R Op 2 0.00 37.13 1 1968 1968 HDU5-SDS2. 5645 0.35 1-1 R End 0.00 44.88 1 1968 1968 HDU5-SDS2. 5645 0.35 Line 3 3-1 L End 67.00 0.12 1 1678 1678 HDU5-SDS2. 5645 0.30 3-1 L Op 1 67.00 33.87 1 1678 1678 HDU5-SDS2. 5645 0.30 3-1 R Op 1 67.00 36.13 1 1713 1713 HDU5-SDS2. 5645 0.30 3-1 R End 67.00 44.88 1 1713 1713 HDU5-SDS2. 5645 0.30 LineA A-1 R Op 3 35.12 0.00 1 2161 2161 HDU5-SDS2. 5645 0.38 A-1 L Op 4 40.38 0.00 1 2161 2161 HDU5-SDS2. 5645 0.38 Line D D-1 L End 0.12 45.00 1 1421 1421 HDU5-SDS2. 5645 0.25 D-1 L Op 1 15.88 45.00 1 1421 1421 H035-S0S2. 5645 0.25 D-1 R Op 1 19.12 45.00 1 1472 1472 HDU5-SDS2. 5645 0.26 D-1 L Op 2 23.88 45.00 1 1472 1472 HDU5-SDS2. 5645 0.26 D-1 R Op 2 29.13 45.00 1 1450 1450 HDU5-SDS2. 5645 0.26 D-1 L Op 3 35.88 45.00 1 1450 1450 HDU5-SDS2. 5645 0.26 D-1 R Op 3 40.12 45.00 1 1444 1444 HDU5-$DS2. 5645 0.26 D-1 L Op 4 47.88 45.00 1 1444 1444 HDU5-SDS2. 5645 0.26 0-1 R Op 4 53.13 45.00 2 2424 1424 HDU5-80$2, 5645 0.25 D-1 R End 66.88 45.00 1 1424 1424 HDU5-SDS2. 5645 0.25 Legend: 14 oodWorks® Shearwalls gasyslot3at46th.wsw Jul. 26, 2019 07:22:42 Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Positt - Position of stud that hold-o'own attenherd to; V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L. or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward comer(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5/28.4.4) Hold-down Forces: Shear- Wind shear overturning component, based on shearline forte, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Dead - Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored forASD hy 0.80. For perforated wafts, T from SOPWS 4.3-8 is used. Cmb'd - Sum of ASD factored overturning, dead and uplift forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings ere staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Reap. - Critical Response = Combined ASD force / Allowable ASD tension load Notes: Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. 15 WoodWorks® Shearwalls garyslot3at46th.wsw Jul. 26, 2019 07:22:42 DRAG STRUT FORCES ri id wind design Lovell Line- Wall Position on Wall or Opening Location (RI X Y Load Case Drag Strut Fomeptw] -> <,- Line 1 1-1 Left Opening 1 0.00 18.00 1 889 889 1-1 Right Opening 1 0.00 20.00 1 353 353 1-1 Left Opening 2 0.00 26.00 1 649 649 1-1 Right Opening 2 0.00 31.00 1 692 692 Lhw2 2-1 Right Wall End 38.00 23.00 1 3219 3219 Line A A-1 Right Opening 3 35.00 0.00 1 1232 1232 A-1 Left Opening 4 40.50 0.00 1 190 190 A-1 Right Opening 4 52.50 0.00 1 613 613 A-1 Left Opening 5 57.50 0.00 1 334 334 Line B B-1 Right Opening 1 43.00 23.00 1 2656 2656 Line D D-1 Left Opening 1 3.50 45.00 1 92 92 D-1 Right Opening 1 5.50 45.00 1 254 254 D-1 Left Opening 2 19.00 45.00 1 870 870 D-1 Right Opening 2 29.00 45.00 1 858 858 D-1 Left Opening 3 36.00 45.00 1 276 276 D-1 Right Opening 3 41.00 45.00 1 1140 1140 D-1 Left Opening 4 48.00 45.00 1 557 557 D-1 Right Opening 4 52.00 45.00 1 1249 1249 Level 2 Drag Strut Line- Position on Wall Location [ft] Load Force pa] Wall or Opening X Y Case -..1. <- Line 1 1-1 Left Opening 1 0.00 20.00 1 753 753 1-1 Right Opening 1 0.00 26.00 1 292 292 1-1 Left Opening 2 0.00 35.00 1 47 47 1-1 Right Opening 2 0.00 37.00 1 301 301 Line 3 3-1 Left Opening 1 67.00 34.00 1 280 280 3-1 Right Opening 1 67.00 36.00 1 74 74 Line A A-1 Right Opening 3 35.00 0.00 1 659 659 A-1 Left Opening 4 40.50 0.00 1 499 499 Line 0 D-1 Left Opening 1 16.00 45.00 1 631 631 D-1 Right Opening 1 19.00 45.00 1 283 283 D-1 Left Opening 2 24.00 45.00 1 480 480 D-1 Right Opening 2 29.00 45.00 1 100 100 D-1 Left Opening 3 36.00 45.00 1 176 176 D-1 Right Opening 3 40.00 45.00 1 288 288 D-1 Left Opening 4 48.00 45.00 1 28 28 D-1 Right Opening 4 53.00 45.00 1 552 552 Legend: Line -Wall Shearline and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All heights Case 1 or 2 ASCE 7 Low-rise comer; Case A or B Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored sheartine force (vmax from 4.3.6.4.1.1 for perforated walls) -> Due to shearfine force in the west -to -east or south -to -north direction <- Due to &marline force in the east -to -west or north -to -south direction 16 WoodWorks® Shearwal s garys1ot3at46th.wsw Jul, 26, 2019 07:22:42 Out -of -plane Wind Design COMPONENTS AND CLADDING by SHEARLINE Line North -South Shearlines Lev Grp Sheathing [pat] Force Cap Force/ Cap Force End Fastener Withdrawal pbs] Cap Force/Cap Int End Int Service Cond Factors Temp Moist 1 1 1 41.8 190.6 0.22 27.8 23.6 105.5 0.26 0.22 1.00 1.00 2 1 41.8 190.6 0.22 2/.8 23.6 105.5 0.26 0.22 1.00 1.00 3 1 1 41.8 190.6 0.22 27.8 23.6 105.5 0.26 0.22 1.00 1.00 2 1 41.8 190.6 0.22 27.8 23.6 105.5 0.26 0.22 1.00 1.00 East-West Sheathing [psf] Fastener Withdrawal (Ibs] Service Cond Shearlines Force Cap Force/ Force Cap Force/Cap Factors Line Lev Grp Cap End Int End Int Temp Moist A 1 1 41.8 190.6 0.22 27.8 23.6 105.5 0.26 0.22 1.00 1.00 2 1 41.8 190.6 0.22 27.8 23.6 105.5 0.26 0.22 1.00 1.00 D 1 2 41.8 190.6 0.22 18.6 15.7 105.5 0.18 0.15 1.00 1.00 2 1 41.8 190.6 0.22 27.8 23.6 105.5 0.26 0.22 1.00 1.00 Legend: Grp - Wall Design Group ( results for all design groups for rig)d, flexible design listed for each wall) Sheathing: Force - C&C end zone exterior pressures using negative (suction) coefficient in ASCE 7 Figure 30.4-1 added to interior pressure using coefficients from Table 26.11-1 Cap - Out -of -plane capacity of exterior sheathing from SDPWS Table 3.21, factored for ASD and load duration, and assuming continuous over 2 spans Fastener Withdrawal: Force - Force tributary to each nail in end zone and interior zone Cap - Factored withdrawal capacity of individual nail according to NDS 12.2-3 17 ood o k Shearwa garyslot3at46th.wsw Jul. 26, 2019 07:22:42 Rigid Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Phs1 Area [sqA] StoryShearilbs] E4N N-S Diaphragm Force Fpx Pbs] E-W N-S 2 42510 3015.0 17234 17234 10202 10202 1 51728 3015.0 11037 11037 12415 12415 All 94238 - 28271 28271 - - Legend: Building mass — Sum of all generated and input building masses on level = wx in ASCE 7 equation 12.8-12. Storey shear — Total unfactored (strength -level) shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.80; Ev = 0.120 D unfactored; 0.084 D factored; total dead load factor. 0.8 - 0.084 = 0.518 tension, 1.0 + 0.084 = 1.084 compression. 18 WoodWorks® Shearwalls garyslot3at46th.wsw Jul. 26, 2019 07:22:42 SHEAR RESULTS id seismic desi n N-S Sheariinee vr p For Dir D ShearFo v vmax goti %gibs] Int .ub Ext int AlloviabkiShear[plq Ext Co C Cmb V ] Resp. Ratio Line Level 2 Ln1, Lev2 - Both - - 6545 - - - - - 14060 - Wall 1-1 1 Both - 6545 1.0 1.0 125 380 - 14060 - Seg. 1 - Both 176.9 3538 1.0 1.0 125 380 - 380 7600 0.47 Seg. 2 Both 176.9 - 1592 1.0 1.0 125 380 - 380 3420 0.47 Seg. 3 Both 176.9 - 1415 1.0 1.0 125 380 380 3040 0.47 Level 1 Ln1, Levl - Both 8582 - - - - - 14440 Wall 1-1 1 Both - 8582 1.0 1.0 125 380 S - 14440 - Seg. 1 - Both 225.9 4065 1.0 1.0 125 380 380 6840 0.59 Seg. 2 Both 225.9 1355 1.0 1.0 125 380 380 2260 0.59 Seg. 3 - Both 225.9 3162 1.0 1.0 125 380 - 380 5320 0.59 Line 2 Ln2, Levi - Both - 4296 - - - - - 8740 - Wall 2-1 1 Both 186.8 4296 1.0 1.0 125 380 - 5 380 8740 0.49 Line 3 Level 2 Ln3, Lev2 - Both - - 6636 - - - - - - 16340 - Wall 3-1 1 Both - - 6636 1.0 1.0 125 380 - S - 16340 - Seg. 1 - Both 154.3 - 5247 1.0 1.0 125 380 380 12920 0.41 Seg. 2 Both 154.3 - 1389 1.0 1.0 125 380 380 3420 0.41 Level 1 Ln3, Levl 1 Both 188.2 8468 1.0 1.0 125 380 - S 380 17100 0.50 E-W For D Shear Force Asp -Cub Allowableh a Resp. Shearlines Gp Dir v vmax V bs] Int Ext Int Co C Cmb V [I ] Ratlo Line A Level 2 LnA, Lev2 - Both - - 1748 - - - - - 2090 - Wall A-1 1^ Both - - 1748 1.0 1.0 125 380 - S - 2090 - Seg. 1 - Both 0.0 - 0 1.0 1.0 125 380 380 - - Seg. 2 - Bth 0.0 - 0 1.0 1.0 125 380 - 380 - - Seg. 3 - Both 0.0 - 0 1.0 1.0 125 380 - 380 - - Seg. 4 - Both 317.8 - 1748 1.0 1.0 125 380 - 380 2090 0.84 Seg. 5 - Both 0.0 - 0 1.0 1.0 125 380 - 380 - - Seg. 6 - Both 0.0 - 0 1.0 1.0 125 380 - 380 - - Seg. 7 - Both 0.0 - 0 1.0 1.0 125 380 - 380 - - Levert LnA, Levl - oth - - 2595 - - - - 3990 - Wall A-1 1 Both - - 2595 1.0 1.0 125 380 - S - 3990 - Seg. 1 - Both 0.0 - 0 1.0 1.0 125 380 - 380 - - Seg. 2 - Both 0.0 - 0 1.0 1.0 125 380 - 380 - - Seg. 3 Both 0.0 0 1.0 1.0 125 380 - 380 - - Seg. 4 - Both 247.2 1359 1.0 1.0 125 380 - 380 2090 0.65 Seg. 5 Both 247.2 - 1236 1.0 1.0 125 380 380 1900 0.65 Seg. 6 Both 0.0 0 1.0 1.0 125 380 380 - - Line B LnB, Levl - Both - 4261 - - - - 9120 Wall B-1 1 Both - 4261 1.0 1.0 125 380 S - 9120 Seg. 1 - Both 0.0 0 1.0 1.0 125 380 380 - - Seg. 2 Both 177.5 4261 1.0 1.0 125 380 360 9120 0.47 Line D Level 2 LnD, Lev2 - Both 10443 - - - - - 19000 Wall D-1 1 Both - 10443 1.0 1.0 125 380 - 19000 - Seg. 1 - Both 208.9 3342 1.0 1.0 125 380 380 6080 0.55 Seg. 2 Both 208.9 1044 1.0 1.0 125 380 380 1900 0.55 Seg. 3 - Both 206.9 1462 1.0 1.0 125 380 380 2660 0.55 Seg. 4 Both 208.9 - 1671 1.0 1.0 125 380 - 380 3040 0.55 Seg. 5 - Both 208.9 2924 1.0 1.0 125 380 380 5320 0.55 Level 1 LnD, Levl - Both - - 13513 - - - - - 44318 - Wall D-1 2^ Both - 13513 1.0 1.0 490 490 A - 44318 - Seg. 1 - Both 232.4 - 813 .78 .78 381 381 - 762 2668 0.30 Seg. 2 - Both 298.8 - 4034 1.0 1.0 490 490 - 980 13230 0.30 Seg. 3 - Both 298.8 - 2092 1.0 1.0 490 490 - 980 6860 0.30 Seg. 4 - Both 298.8 - 2092 1.0 1.0 490 490 - 980 6860 0.30 Seg. 5 Both 298.8 - 4482 1.0 1.0 490 490 - 980 14700 0.30 19 WoodWorks® Shearwalls gatyslot3at46th.wsw Jul. 26, 2019 07:22:42 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "" means that this wall is critical for ail walls in the Standard Wall group. For Dir— Direction of seismic force along shearline. v - Design shear force on segment = ASD factored shear force per unit FHS vmax - Collector shear force for perforated walls as per SDPWS eqn. 4.3-8 = V/FHS/Co. Full height sheathing (FHS) factored for nanow segments as per 4.3.4.3 V - ASD factored shear force. For sheartine: total shearline force. For wall: total of all segments on wall. For segment.- force on segment Asp/Cub — For wall: Unblocked structural wood panel factor Cub from SDPWS 4.3.3.2. For segment Aspect ratio adjustment from SDPWS 4.3.3.4.1 Int - Unit shear capacity of interior sheathing; Ext - Unit shear capacity of exterior sheathing. For wall: Unfactored. For segment: include Cub factor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, $ = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V— Total factored shear capacity of sheertine, wall orsegmerrt Crit Resp — Response ratio = v/Cmb = design shear force/unit shear capacity. "W" indicates that the wind design criterior was critical in selecting wall. Notes: Refer to Elevation View diagrams for individual level for uplift anchorage force t for perforated walls given by SDPWS 4.3.6.4.2,4. 20 WoodWorks® Shearwalls garyslot3at46th.wsw Jul. 26, 2019 07:22:42 HOLD-DOWN DESIGN ri id seismic design Levoti Line- Wall Positn LocatIonpV X Y Shear TenslleASD HolddownForcePbs] Dead Ev Cmb'd Cap Hold-down pbs] Cdt Resp. tjne 1 1-1 L End 0.00 0.12 3673 3673 BDU5-SDS2. 5645 0.65 1-1 L Op 1 0.00 17.87 2162 2162 HDU5-SDS2. 5645 0.38 1-1 R Op 1 0.00 20.13 610 610 HDU5-SDS2. 5645 0.11 1-1 L Op 2 0.00 25.88 525 525 HDU5-SDS2. 5645 0.09 1-1 R Op 2 0.00 31.13 2111 2111 HDU5-SDS2. 5645 0.37 V Elem 0.00 34.88 1637 1637 Refer to upper level V Elem 0.00 37.13 1643 1643 Refer to upper level 1-1 R End 0.00 44.88 3713 3713 HDU5-SDS2. 5645 0.66 Line 2 2-1 L End 38.00 0.12 1699 1699 HDU5-SDS2. 5645 0.30 2-1 R End 38.00 22.88 1699 1699 HDU5-SDS2. 5645 0.30 L ne 3 3-1 L End 67.00 0.12 3102 3102 HDU5-SDS2. 5645 0.55 V Elem 67.00 33.87 1399 1399 Refer to upper level V Elem 67.00 36.13 1429 1429 Refer to upper level 3-1 R End 67.00 44.88 3132 3132 HDU5-SDS2. 5645 0.55 Line A A-1 R Op 3 35.12 0.00 5327 5327 HDU5-SDS2. 5645 0.94 A-1 L Op 4 40.38 0.00 5327 5327 HDU5-SDS2. 5645 0.94 A-1 R Op 4 52.63 0.00 2342 2342 HDU5-SDS2. 5645 0.41 A-1 L Op 5 57.38 0.00 2342 2342 HDU5-SDS2. 5645 0.41 Lino B B-1 R Op 1 43.13 23.00 1615 1615 HDU5-SDS2. 5645 0.29 B-1 R End 66.88 23.00 1615 1615 HDU5-SDS2. 5645 0.29 Line D D-1 L End 0.12 45.00 4162 4162 HDU5-SDS2. 5645 0.74 D-1 L Op 1 3.38 45.00 2253 2253 HDU5-SDS2. 5645 0.40 D-1 R Op 1 5.63 45.00 2740 2740 HDU5-SDS2. 5645 0.49 V Elem 15.88 45.00 1910 1910 Refer to upper level D-1 L Op 2 18.88 45.00 1800 1800 HDU5-SDS2. 5645 0.32 D-1 R Op 2 29.13 45.00 3798 3798 HDU5-SDS2. 5645 0.67 D-1 L Op 3 35.88 45.00 4399 4399 HDU5-SDS2. 5645 0.78 D-1 R Op 3 41.13 45.00 4390 4390 HDU5-SDS2. 5645 0.78 D-1 L Op 4 47.88 45.00 4729 4729 HDU5-SDS2. 5645 0.84 D-1 R Op 4 52.13 45.00 2735 2735 HDU5-SDS2. 5645 0.48 V Elem 53.13 45.00 1914 1914 Refer to upper level D-1 R End 66.88 45.00 4649 4649 HDU5-SDS2. 5645 0.82 2 TensileLevel ASO Une- Location pit] Holddown Force tlbsj Cap Crit Waft Positn X Y Shear Dead Ev Cmbd Hold-down(Ibel Reep. Unel 1-1 L End 0.00 0.12 1612 1612 HDU5-SDS2. 5645 0.29 1-1 L Op 1 0.00 19.88 1612 1612 HDU5-SDS2. 5645 0.29 1-1 R Op 1 0.00 26.13 1637 1637 HDU5-SDS2. 5645 0.29 1-1 L Op 2 0.00 34.88 1637 1637 HDU5-SDS2. 5645 0.29 1-1 R Op 2 0.00 37.13 1643 1643 HDU5-SDS2. 5645 0.29 1-1 R End 0.00 44.88 1643 1643 HDU5-SDS2. 5645 0.29 Line 3 3-1 L End 67.00 0.12 1399 1399 HDU5-SDS2. 5645 0.25 3-1 L Op 1 67.00 33.87 1399 1399 HDU5-SDS2. 5645 0.25 3-1 R Op 1 67.00 36.13 1429 1429 HDU5-SDS2. 5645 0.25 3-1 R End 67.00 44.88 1429 1429 HDU5-SDS2. 5645 0.25 Line A A-1 R Op 3 35.12 0.00 2996 2996 HDU5-SDS2. 5645 0.53 A-1 L Op 4 40.38 0.00 2996 2996 HDU5-SDS2. 5645 0.53 Line D D-1 L End 0.12 45.00 1910 1910 HDU5-SDS2. 5645 0.34 D-1 L Op 1 15.88 45.00 1910 1910 4i035-S0S2. 5645 0.34 D-1 R Op 1 19.12 45.00 1979 1979 HDU5-SDS2. 5645 0.35 D-1 L Op 2 23.88 45.00 1979 1979 HDU5-SDS2. 5645 0.35 D-1 R Op 2 29.13 45.00 1949 1949 HDU5-SDS2. 5645 0.35 D-1 L Op 3 35.88 45.00 1949 1949 HDU5-SDS2. 5645 0.35 D-1 R Op 3 40.12 45.00 1940 1940 HDU5-SDS2. 5645 0.34 D-1 L Op 4 47.88 45.00 1940 1940 HDU5-SDS2. 5645 0.34 0-1 R Op 4 53.13 45.00 1914 1914 HDU5-SDS2. 5645 0.34 D-1 R End 66.88 45.00 1914 1914 HDU5-SDS2. 5645 0.34 Legend: 21 WoodWorks® Shearwalls garyslot3at46th.wsw Jul. 26, 2019 07:22:42 Line -Wall: At wall or opening — Sheartine and wall number At veratel element- Streentirre Posit'n - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At !eft or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear— Seismic shear overtuming component, factored for ASD by 0.7. For perforated wafts, T from SDPWS 4.3-8 is used Dead Dead load resisting component, factored for ASD by 0.60 Ev — Vertical seismic load effect from ASCE 7 12.4.2.2 = -0.2Sds x ASD seismic factor x unfactored D = 0.140 x factored D. Refer to Seismic Information table for more details. Cmb'd - Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift tire t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down — Device used flU77 hokl-down database Cap — Allowable ASD tension load Crit. Resp. — Critical Response = Combined ASD force/Allowable ASD tension load Notes: Shear overtuming force is horizontal seismic load effect Eh from ASCE 7 12.4.2. Uses load combination 8 from ASCE 7 2.4.1 = 0.6D + 0.7 (Eh - Ev). Anchor bolts must have minimum 0.229" x 3" x 3" steel plate washers, conforming to specifications in SDPWS 4.3.6.4.3 and 4.4.1.6. Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. Shearwalls does not check for either plan or vertical structural irregularities. 22 WoodWorks® Shearwalls garyslot3at46th.wsw Jul. 26, 2019 07:22:42 DRAG STRUT FORCES ri id seismic design Lever' Line- Wall Position on Wall or Opening Location [ft] X Y Drag Strut ForcePbs] -> <- Line 1 1-1 Left Opening 1 0.00 18.00 632 632 1-1 Right Opening 1 0.00 20.00 251 251 1-1 Left Opening 2 0.00 26.00 462 462 1-1 Right Opening 2 0.00 31.00 492 492 Line 2 2-1 Right Wall End 38.00 23.00 2100 2100 Line A A-1 Right Opening 3 35.00 0.00 1356 1356 A-1 Left Opening 4 40.50 0.00 209 209 A-1 Right Opening 4 52.50 0.00 674 674 A-1 Left Opening 5 57.50 0.00 368 368 Line 13 B-1 Right Opening 1 43.00 23.00 2734 2734 LineD D-1 Left Opening 1 3.50 45.00 108 108 D-1 Right Opening 1 5.50 45.00 296 296 D-1 Left Opening 2 19.00 45.00 1015 1015 D-1 Right Opening 2 29.00 45.00 1001 1001 D-1 Left Opening 3 36.00 45.00 322 322 D-1 Right Opening 3 41.00 45.00 1330 1330 D-1 Left Opening 4 48.00 45.00 650 650 D-1 Right Opening 4 52.00 45.00 1457 1457 Level 2 Drag Strut Line- Position on Wall Location [ftl Force [lbs] Wail or Opening X Y --> <- Line 1 1-1 Left Opening 1 0.00 20.00 629 629 1-1 Right Opening 1 0.00 26.00 244 244 1-1 Left Opening 2 0.00 35.00 39 39 1-1 Right Opening 2 0.00 37.00 252 252 Line 3 3-1 Left Opening 1 67.00 34.00 233 233 3-1 Right Opening 1 67.00 36.00 62 62 LineA A-1 Right Opening 3 35.00 0.00 913 913 A-1 Left Opening 4 40.50 0.00 691 691 Line D D-1 Left Opening 1 16.00 45.00 848 848 D-1 Right Opening 1 19.00 45.00 380 380 D-1 Left Opening 2 24.00 45.00 645 645 D-1 Right Opening 2 29.00 45.00 134 134 D-1 Left Opening 3 36.00 45.00 237 237 D-1 Right Opening 3 40.00 45.00 387 387 D-1 Left Opening 4 48.00 45.00 37 37 D-1 Right Opening 4 53.00 45.00 742 742 Legend: Line -Wall - Shearfine and wall number Position...- Side of opening or wall end that drag strut is attached to Location - Co-ordinates in Plan View Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force derived from the greeterof Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12..3.3.4) Storey force Vx from Eqn 12.8-13 For perforated walls, sheartine force is vmax from 4.3.6.4.1.1. Includes redundancy factor rho. -> Due to shearline force in the west -to -east or south -to -north direction <- Due to shearline force in the east -to -west or north -to -south direction 23 Woodworks® Shearwalls garyslot3atA6th.wsw Jul. 26, 2019 07:22:42 24 FOUNDATION EVALUATION 7.'exiis--p Gc. /,.?'7, '-'4 1 /z-e.e.7A S /8 rk 2 F4,:z.04.,.s I 1.(f 7, ; ,)#-S" 41S-4-') 2,475 4_.J 'OS e":"--/*" "7" 2 c900=-_. e 2, 4 7S— p oav eg \ ;* 2 e<409 )1 Ozfr 2. < v Z.17 5Z_ c7i> J7/ ) ='7/ 09 Z1 — C-.)C21 7L 0 -512 a / 5 --a/s,v g 17-01l/15/,9 7 ze/5/74,3"Z,4,/,/ y4'..-> 0:5 1-1;71:4 ' Y=.1airer1.21 7/1,V/2 C 2 v MiTek` MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: J1034975 Gary Sidhu//RE The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by The Truss Company -Sumner, WA. Pages or sheets covered by this seal: K6362992 thru K6363076 My license renewal date for the state of Washington is September 28, 2019. REVIEWED FOR CODE COMPLIANCE APPROVED AUG 08 2019 City of Tukwila BUILDING DIVISION July 10,2019 Zhao, Xiaoming IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI(TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design perANSI/TPI 1, Chapter 2. FILE RECEIVED CITY OF TUKWILA JUL 2 6 2019 PERMIT CENTER CORRECTION LTR# rrr Job Truss Truss Type IQIy Ply (Gary Sidhul/RE K6362992 J1034975 Truss Co, Sumner, WA A01 Califomia Girder 2 Job Reference (optional) 8 240 s Jun 8 2019 MiTek Induries, Inc. Wed Jul 16 11:54:36 2019 Page 1 ID:G02uL]LDSskeNyYxehkkhyzGs7U-?KL?l7vhVUo?VFV06dJnCEnpgLkFOCECmeAx5KyzTgn -2.00 3-5-12 6-1-0 8-0-13 11-11-4 16-2-8 20-7-9 244-1 241912 29-0-0 2-0-0 3-5-12 2-7A 1-11-13 { 3.10.7 4-3A I 4.5-0 3-8-8 0 5-11 4-2-4 ^� 6.70 112 3x4 i 1.5x4 3 4x4 = 4 17 29 3x4 MUS26 5x6 = 1.5x4 1I 3x10 = 1.5x4 I 4x8 = 5 22 FEr6 23 24 7 25 26 8 27 28 9 16 4x6 11 JUS24 30 `5 31 32 14 72 33 13 34 35 36 TH026-2 4x10 JUS24 2x4 II 4z6 = 3x8 = JUS24 JUS24 JUS24 JUS24 4-5-11 8-0-13 11-11-4 16-2-8 20-7-9 4-511 3-7-3 3-10-7 4-3-4 4-5-0 3US24 nil 11 2x4 II JUS24 Scale 1:52.3 10 37 JUS24 3x4 24-9-12 29-0-0 4-2-3 4-2-4 Plate Offsets (X,Y)-- [4:0-1-12,0-1-12], [7:0-3-12,0-1-8], [9:0-400-1-4], [10:0-5-0,0-1-10], ]15:0-4-0,0-1-12], [16:0-4-4,0-1-12] 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/TP12014 CS!. TC 0,49 BC 0,56 WB 0.62 Matrix-MSH DEFL. in (lac) I/defl Ud Verl(LL) -0.05 16-17 >999 36D Vert(CT) -0.07 16-17 >999 240 Horz(CT) 0.02 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 279 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 DF SS 2-0-0 oc purlins (6-0-0 max.): 5-9. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15,12-14. REACTIONS. (Ib/size) 10=803/0-5-8, 2=1328/0-5-8, 15=5760/0-5-8 Max Horz 2=60(LC 10) Max Uplift 10=-156(LC 11), 2=-172(LC 10), 15=-939(LC 11) Max Gras 10=962(LC 32), 2=1469(LC 17), 15=5822(LC 31) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2590/298, 3-4=-2442/303, 4-5=-2828/340, 5-6=-327/1875, 6-7=-327/1875, 7-8=-1687/438, 8-9=-1687/438, 9-10=-1775/353 BOT CHORD 2-17=-267/2257, 16-17=-176/1717, 15-16=-239/2466, 14-1551-215/399, 12-14=-215/399, 11-12=-294/1511, 10-11=-287/1538 WEBS 4-17=-129/873, 4-16=-202/1723, 5-16=191/1063, 5-15=-4898/685, 6-15=-650/172, 7-15=2396/595, 7-14=-323/129, 7-12=248/1518, 8-12=-620/215, 9-12=-229/346, 9-11=0/256 NOTES- (19) 1) 2-ply truss to be connected together with 100 (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 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; 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 bads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 23.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 10=156, 2=172, 15=939. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. continued on Qve 2 AWARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIh7473 rev. 10/034415 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPN Quality Criteria, DSB-89 anal SCSI Building Component Safely Information available from Twss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. July 10,2019 Tek 250 Krug Grote Corona, CA 92880 Job 'Truss Truss Type ty Ply Gary Sidhul/RE K6362992 N J1034975 A01 California Girder 2 Job Reference (optional) Truss Co, Sumner, WA 8,240 s Jun 8 2019 MiTek indusries, Inc. Wed Jul 10 11:54:36 2019 Page 2 ID:GO2uLjLDSskeNyVxehkkhyzGs7U-?KL?t7vhVUo?VFVO60JnCEnpgLkFOCECmeAxSKyzTgn NOTES- (19) 13) Use USP MUS26 (With 6-10d nails into Girder & 6-10d nails into Truss) or equivalent at 6-0-12 from the left end to connect truss(es) to front face of bottom chord. 14) Use USP JUS24 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent at 8-0-12 from the left end to connect truss(es) to front face of bottom chord. 15) Use USP THD26-2 (With 18-16d nails into Girder & 12-10d nails into Truss) or equivalent at 10-1-8 from the left end to connect truss(es) to front face of bottom chord. 16) 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 12-11-4 from the left end to 26-11-4 to connect truss(es) to back face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber. 18) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 287 Ib down and 143 Ib up at 12-11-4, 157 Ib down and 109 Ib up at 14-11-4, 325 Ib down and 157 Ib up at 16.11-4, 257 Ib down and 131 Ib up at 18-11-4, 187 Ib down and 105 Ib up at 20-11-4, and 136 Ib down and 73 Ib up at 22-11-4, and 194 Ib down and 119 tb up at 24-6-8 on top chord. The design/selection of such connection device(s) is the responsibility of others, 19) Alt dimensions given In feet -inches -sixteenths (FFt1SS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-5=-66, 5-9 —66, 9-10=-66, 2-10=-14 Concentrated Loads (Ib) Vert: 9=-95 16=-692(F) 11=-17(B) 23=-217 24=-87 25=-255 26=-187 27=-117 28=-84 29=-1112(F) 30=-2453(F) 31=-17(B) 32=-17(B) 33=-17(B) 34=-17(B) 35=-17(B) 36=-17(B) 37=20(B) i1 WARNING - Verily design parameters end READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MI47473 rev. 10103/2015 BEFORE USE. Design valid for use only with M7ek49 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guiderroe regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII quality Criteria, DSB-89 anti SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. 250 Klug Circle Corona, CA 92880 Job J1034975 Truss A02 Truss Type ammon y 2 Ply Gary Sidhul/RE K6362993 Truss Co, Sumner, WA -2-0-0 2-0-0 6-1-0 Job Reference (optimal) 8 240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:54:37 2019 Page 1 ID:G02uLjLDSskeNyYxehkkhyzGs7U-TWvN4SvJGols7P4afKg0kRJy614RIngM9lwUdnyzTgm 6-1-0 4x4 = 5-1-0 12-2-0 6-1-0 Scale = 1:23,6 Plate Offsets (X,Y)— [2:0-1-8,Edgej, (4:0-1-8,Edge) LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BOLL 0.0 BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 REACTIONS. (15/size) 4=476/0-5-8, 2�30/0-5-8 Max Horz 2=60(LC 10) Max Uplift 4=-35(LC 11), 2=-67(LC 10) CST. TC 0.59 BC 0.56 WB 0.09 Matrix -MP DEFL. in (Ice) 1/defl L/d Vert(LL) -0.08 5-8 >999 360 Vert(CT) -0.12 5-8 >999 240 Horz(CT) 0.01 4 n/a nla FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-656/48, 3-4=-652/40 BOT CHORD 2-5=0/503, 4-5=0/503 BRACING• TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight: 36 Ib FT = 20% Structural wood sheathing directly applied or 5-6-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vu9=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-D-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 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. July 10,2019 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/1015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual tuilding component, not a Truss syslem. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Ouellty Criteria, DSB-89 end SCSI Building Component Safely Lrformetion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mir MiTek' 250 Klug Circle Corona, CA 92880 Job J1034975 Truss )Truss Type A03 Common Supported Gable Dty Ply Gary Sidhu//RE K6362994 Truss Co, Sumner, WA -2-0-0 6-1-0 Job Reference (optional) 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:54:38 2019 Page 1 ID: G02uLjLDSskeNyYxehkkhyzGs7U-yjTllowx161jIZ1nD2LFHfsCr8Y?UFoV Dyf19DyzTgl 12-2-0 2-0-0 6-1-0 4x4 = 12-2-0 6-1-0 Scale = 1:23.5 12-2-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCD!. 7.0 SPACING-, 2-0-0 Plate Grip DOL 1 15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CS I. TC 0.27 BC 0.03 WB 0.04 Matrix-P DEFL. in (loc) 1/defl LJd Vert(LL) 0.01 1 n/r 120 Vert(CT) -0.01 1 n/r 90 Horz(CT) 0.00 8 n/e n/a PLATES GRIP MT20 185/148 Weight: 42 Ib FT = 20% LUMBER- TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 12-2-0. (Ib) - Max Horz 2=60(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 2, 12, 13, 10, 9 Max Gras All reactions 250 Ib or less at joint(s) 8, 11, 12, 13, 10, 9 except 2=283(LC 1) FORCES. (Ib) - Max. Comp./Max. Teri. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- (13) 1) Wind: ASCE 7-10; Vutt=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) 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 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. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift al joint(s) 2, 12, 13, 10, 9. 13) All dimensions given in. feet -inches -sixteenths (FFIISS) format. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 5111-7473 rev. 10/03,2015 BEFORE. USE. Design valid for use only with MG -eke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPif Quality Criteria, DSB-89 and BCSI Building Component Safetylnlormefion available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 JobITruss J1034975 001 Truss Co, Sumner, WA 3x4 - 'Truss Type Common Supported Gable 5-5-8 Ply IGary SidhuHRE 1 i Deb Reference (optionet) 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:54:38 2019 Page 1 ID,G02uLjLDSskeNyYxehkkhyzGs7U-yITIlowx16tilZfnD2LFHISEh8XLUFcVDyfl90yzTel 10-11-0 [Of), 5-5-8 8 5x4 II 1.5x4 4x4 = 7 10-11-0 5-5-8 10-11-0 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 lncr YES Code IRC2015/TP12014 CSI, TC 0.15 BC 0.07 VVB 0.05 Matrix-P DEFL. in (loc) 1/dell Lid Vert(LL) n/a - n/a 999 Vert(CT) n/a - n/a 999 Horz(CT) 0.00 5 n/a n/a K6362995 Scale. 1:20.3 3x4 = PLATES GRIP IVIT20 185/148 Weight: 34 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 10-11-0. (Ib) - Max Horz 1=33(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 8, 6 Max Grav All reactions 250 Ib or less at joint(s) 1, 5, 7 except 8=298(LC 16), 6=298(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied cr 10-0-0 oc bracing. NOTES. (11) 1) Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. Exp B; Enclosed; MVVFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 2) Truss designed for wind loads in Ole 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 ANS liTPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psi (fiat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplifl at joint(s) 1, 5, 8, 6. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. A, WARNING Verily design parameters and READ NOTES ON TH15 AND INCLUDED MOTEK REFERENCE PAGE Mi1-7473 me.10/017015 BEFORE USE Design valid for use only with MrfekiV connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into Inc overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLITPIl Qualify Cdterie, DSB-B9 end SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek" 250 Klug Circle Corona, CA 92880 Job J1034975 Truss B02 !Truss Type Common Qty Ply Gary Sidhu//RE K6362996 Truss Co, Sumner, WA Job Reference (optional) 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 1 L54:39 2019 Page 1 ID:G02uLjLDSskeNyYxehkkhyzGs7U-Qv18V8xZoP?8NiEznIsUgsPLMYojDhRfScPbhfyzTgk 5-5-8 10-11-0 1 4x4 = 5-5-8 5-5-8 5-5-8 4x4 = 2 { 5-5-8 10-11-0 5-5-8 4x4 = Scale= 1:21.9 Plate Offsets (X,Y)-- [1:0-2-0,Edgej, [3:0-2-0,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 0.41 BC 0.44 WB 0.08 Matrix -MP DEFL. in (loc) I/defl Lid Vert(LL) -0,05 4-7 >999 360 Vert(CT) -0.08 4-7 >999 240 Horz(CT) 0.01 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 30 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 1=437/0-5-8, 3=437/0-5-8 Max Horz 1=33(LC 10) Max Uplift 1=32(LC 10), 3=-32(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-611/45, 2-3=-611/45 BOT CHORD 1-4=-7/475, 3-4=-7/475 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wind: ASCE 7-10; Vutt=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 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. July 10,2019 ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1-7473 rev. 70/03;1015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to preverd collapse with possible personal injury and property damage. For general guidance regardirg the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITTPl1 Qualify Criteria, DSB-B9 end BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tekx 250 Klug Circle Corona, CA 92880 Job .I jJ1034975 Truss Co, Truss [B03 Sumner, WA 4x4 = :Truss Type Common Qty Ply Gary Sidhu/IRE I 1 1 Job Reference (optional) 8240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:54:40 2019 Page 1 ID:G02JLjL0SskeNyYxehkkhyzGs7U-u5bWUyBYj7R_sp9LTNjM4xW5y8yy8hohG88E6yzTgj 5-5-8 10-11-0 5-5-8 5-5-8 5-5-8 4x4 = 12 10-11-0 4x4 = 5-5-8 5-5-8 K6362997 Scale = 1:21.9 Plate Offsets X,Y)-- [1:0-2-0,Edge], [3:0-2-0,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 0.41 BC 0.44 WB 0,08 Matrix -MP DEFL. in (loc) I/defl L/d Vert(LL) -0.05 4-7 >999 360 Vert(CT) -0.08 4-7 >999 240 Horz(CT) 0.01 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 30 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 BOT CHORD WEBS 2x4 HF Stud REACTIONS. (Ib/size) 1=437/0-5-8, 3=437/0-5-8 MaxHorz 1=33(LC10) Max Uplift 1=-32(LC 10), 3=-32(LC 11) FORCES, (Ib) - Max. Comp/Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-611/45, 2-3=-611/45 BOT CHORD 1-4=-7/475, 3-4=-7/475 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8) 1) Wnd: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=67mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. 8) All dimensions given in feet -inches -sixteenths (FFIISS) format. WARNING-. Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE Mll-7473 rev. 10!93/2015 BEFORE USE, Design valid for use only with MsTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicabirty of design parameters and properly incorporate this resign into the metal' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, see ANSI?P11 quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 • ,Job •1J1034975 Truss Co, Truss 804 Truss Type Common Supported Gable Sumner, WA -2-0-0 2-0-0 5-5-8 600 112 5-5-8 Qty —1Ply Gary Sidhu//RE 1 1 1 Job Reference (optional) K6362998 8 240 s Jun 8 2019 MiTek Indus:ries, Inc. Wed Jul 10 11:54:41 2019 Page 1 10:GO2uLjLDSskeNyYzehkkhyzGs7U-M19uwaydJ1FIcOOLuAuyvH1Jj4MY2hcXxvwuimYyzTq, 10-11-0 12-11-0 5-5-8 2-0-0 4x4 = 10 9 8 1.5x4 11 1.5x4 11 1.5x4 11 10-11-0 3x4 = 10-11-0 Scale: 1/2"=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 Incr YES Code IRC2015/TP12014 CSI. IC 0,27 BC 0.07 VVB 0.04 Matrix-P DEFL. in (loc) Udell L/d Vert(LL) 0.02 7 n/r 120 Vert(CT) 0,01 7 n/r 90 Horz(CT) 0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 39 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HE Stud BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 10-11-0. (Ib) - Max Horz 2=45(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 2, 6, 10, 8 Max Grav All reactions 250 Ib or less at joint(s) 9, 10, 8 except 2=297(LC 1), 6=297(LC 1) FORCES, (Ib) - Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown, Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (12) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (norrnal 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 psi 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 tor 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 6, 10, 8. 12) All dimensions given in feet -inches -sixteenths (FFIISS) forrnat. A WARNING Verify design parameters and READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE 501-7473 rev. 10/031201S BEFORE USE, Design valid for use only with Mifekdb connectors, This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must veriFy the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possiNe personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria. VA 22314. July 10,2019 Mil MiTek' 250 Klug Circle Corona, CA 92880 Truss Ply Gary Sidhu//RE K6362999 ,Job ,J1034975 T uss Co, Sumnar, WA P C01 Truss Type California Girder 2.00 4-1-5 7-5-4 7.1 - 5 12-6-4 2-0.0 { 4-1-53-3-15 0-5-/1 4-7-5 6.00 112 10x10 == Special 4 17-10-1 1.5x4 II 5 29 30 5-3-13 I0fy 11 2 Job Reference (optional) 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:54:47 2019 Page 1 ID: G02uLjLDSskeNyYxehkkhyzGs7U-8SW9A11ev10RKxrVFR?M8YkbknTJ590gIsL0_CyzTgc 23-1-15 28-5-12 33-1-1 33-8- 2 35-10-11 41-0-0 43-0-0 5-3-13 5.3-13 4-7-5 D-5.11 3-3-15 �— 4-1-5 { 2-0-0 3x10 = 31 6 32 33 1 5x4 I I 7 34 4x8 3x6 = 8359 36 37 Special 5x8 10 38 Scale = 1:75,7 3x4 3 I !! _ I i 3x4 ✓ AO OD M BP n nn nD 39 23 40 2241 42 21 43 44 45 4x10 - 2x4 I 4x4 = JUS24 4x10 = JUS24 20 19 46 18 47 17 48 16 14 49 50 51 5 52 53 5x8 MT18HS = 4x8 "'' 7x8 VVB = 2x4 2x4 JUS24 5x8 = 4x10 J JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 2x4 II JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 4-1 7-5-4 12-6-4 17-10.1 23-1-15 26.5-12 33-6-12 36.10-11 41-0-0 I — 2 4-1.5 3.3.15 5-1-0 5-3-13 5-3-13 5-3-13 5-1-0 3-3-15 4-1-5 — (X,Y)-- [2:0-3 11,4-1-14], [3 0-1.12,0-1.8], [4:0-7-3,Edge1, [9:0-1-12,0-1-8), [10:0-3-8,0-2-0], [11:0-1-12,0-1-81, [12:0-3-11,0-1 14j [15:0-2-12,0-2-8], [21:0-4-4 - ,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/TP12014 CSI. TC 0.90 BC 0.59 WB 0.74 Matrix-MSH DEFL. in (loc) 1/dell Ud Vert(LL) -0.54 18-20 >911 360 Verl(CT) -0.83 18-20 >594 240 Horz(CT) 0.16 12 n/a n/a PLATES GRIP MT20 185/148 MT18HS 220/195 Weight: 438 ;b FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 *Except* TOP CHORD 4-8,8-10: 2x4 DF No.1&Btr BOT CHORD 2x6 DF SS BOT CHORD WEBS 2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 2=4021/0-5-8, 12=4013/0-5-8 Max Horz 2=56(LC 53) Max Uplift 2=584(LC 10), 12=-581(LC 11) Max Gray 2=4438(LC 29), 12=4430(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-8701/1207, 3-4=-8621/1305, 4-5=-10584/1637, 5-6=-10584/1637, 6-7=-12214/1897, 7-9=-12214/1897, 9-10=-7468/1157, 10-11=-8387/1268, 11-12=8686/1196 BOT CHORD 2-23=-1071/7727, 22-23=-1071/7727, 21-22=-1143/7751, 20-21=1841/12278, 18-20=-1841/12278, 16-18=-1560/10664, 15-16=-1560/10664, 14-15=-1005/7692, 12-14=-1005/7692 WEBS 3-22=-399/356, 4-22=0/483, 4-21=559/3624, 5-21=-857/272, 6-21=-2108/357, 6-200/480, 7-18=-799/300, 9-18=-312/1933, 9-16=0/417, 9-15=-4014/649, 10-15=-278/2794, 11-15=-423/69 Structural wood sheathing directly applied or 3-9-1 oc purlins, except 2-0-0 oc purlins (3-0-5 max.):-4-10. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (18) 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 0-2-0 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=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 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 psi on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 9) The Fabrication Tolerance at joint 4 = 16% 10) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. ARNING - Verify design parameters and READ NOTES ON MS AND INCLUDED MITE> REFERENCE PAGE MfI-7473 env, 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorpo rale this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members ony. Additional temporary and permanent bracing is always required for stability and to prevent collapse wily possible personal injury and property damage- For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1/TPlI 4uallty Criteria, DSB-89 and SCSI Building Component Safetylnfomratlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 • iJob • J1034975 [Truss Truss Co, Sumner, WA NOTES. (18) 11) * This truss has been designed for a live load of 23.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) All bearings are assumed to be I -IF No.2 crushing capacity of 405 psi. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=584, 12=581. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) 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 let end to 38.11-4 to connect truss(es) to front face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 672 Ib down and 275 Ib up at 7-8-8, 285 Ib down and 115 Ib up at 10-0-12, 273 Ib down and 120 Ib up at 12.0-12, 236 lb down and 120 Ib up at 14-0-12, 229 Ib down and 120 Ib up at 16-0-12, 229 Ib down and 120 Ib up at 18-0-12, 229 Ib down and 120 lb up at 20-0-12, 229 Ib down and 120 Ib up at 20-11-4, 229 Ib down and 120 Ib up at 22-11-4, 229 Ib down and 120 Ib up at 24-11.4, 236 Ib down and 120 Ib up at 26-11-4, 273 Ib down and 120 Ib up at 28-11-4, and 285 Ib down and 115 Ib up at 30-'11-4, and 672 Ib down and 275 Ib up at 33-0-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. 18) All dimensions given in feet -inches -sixteenths (FFIISS) format. Truss Type alifomia Girder Dry 1 Ply (Gary Sidhu/IRE 2 Job Reference (optional) K6362999 8 240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:54:47 2019 Page 2 ID:G02uLjLDSskeNyYxehkkhyzGs7U-BSW9At1avl0RKxrVFR?M8YkbknTJ590gIsL0_CyzTqc LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1,15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-10=-66, 10-13=-66, 2-12=-14 Concentrated Loads (Ib) Vert: 4=-573(F) 19=-68(F) 23=40(F) 6=-160 20=-68(F) 7=-160 18=-68(F) 14=-40(F) 28=-220 29=-204 30=-167 31=-160 32=-160 33=-160 34=-160 35=-167 36=-204 37=-220 38=-573(F) 39=-41(F) 40=-40(F) 41=-62(F) 42=-77(F) 43=-69(F) 44=-68(F) 45=-68(F) 46=-68(F) 47=-68(F) 48=-69(F) 49=-69(F) 50=-77(F) 51=-62(F) 52=-40(F) 53=41(F) ARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev. 1011317015 BEFORE USE. n valid for use only with MTeI09 connectors. This design is based only upon parameters shown. and is for an individual building component. not 3s system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design itch the overall ing design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ✓ays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the :anon, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII quality Criteria, DSB-89 end BCSI Building Component ty Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Krug Circle Corona, CA 92880 Job 1Truss J1034975 002 Truss Co, Sumner, WA 7; 3 , -2-0-0 4-11-5 2-0-0 4-11-5 4x8 6.00 112 1 1 5x4 1Truss Type California 9-1-4 9-10-1,5 16-8-13 4-1-15 0-9-1'1 6-9-14 Special 5x8 Qty ]Ply Gary SidhufiRE K6363000 Job Reference (optional) 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:54:49 2019 Page 1 ID:GO2uLiLDSskeNyYzehkkhyzGs7U-7qevbZ3rRJG9ZF?uMs2qEzp_ba58Z3d7lAq724yzTqa 24-3-3 31-1-1 31-,10-1, 2 36-0-11 , 41-0-0 4 3-0- 1 1°-1 7-6-6 6-9-14 0-9-11 4-1-15 ' 4-11-5 2-0-0 4x10 = 2 4 275 2 2p, 6 3 31 32 17 4,9 = 2x4 II 15 13 16 14 t8x4 4x12 MT181-IS = 4x8 = 4,8 = 11 Special 6x8 12 3x4 9-1-4 16-8-13 24-3-3 31-10-12 1 9-1-4 7-7-9 7-6-6 7-7-9 15,4 9 41-0-0 9-1-4 5x8 Scale = 1:751 10 9' Plate Offsets_QC,Y)-- [2:0-3-11,0-1-14], [4:0-3-8,0-2-8], 15:0-3-12,0-2-01 [8:0-2-12,0-2-8], [10:0-5-7,0-2-0], [14:0-1-8,0-1-8], [17:0-1-8,0-1-12] LOADING (psf) 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/TP12014 CSI, TC 0.75 BC 0,88 WEi 0.74 Matrix-M SH DEFL. in (loc) Udefl Ud Vert(LL) -0.46 14-16 >999 360 Vert(CT) -0,66 14-16 >742 240 Horz(CT) 0.22 10 n/a n/a PLATES GRIP MT20 185/148 MT18HS 220/195 Weight: 194 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 4-6,6-8: 2x6 DF SS 2-0-0 oc purlins (3-5-14 max.): 4-8. BOT CHORD 2x4 DF No.l&Ettr *Except* BOT CHORD Rigid ceiling directly applied or 8-4-7 oc bracing. 10-13: 2x4 HF No.2 VVEBS 1 Row at midpt 5-17, 5-14 VVEBS 2x4 HF Stud 'Except' 5-17,5-14,8-14: 2x4 HF No.2 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (Ib/size) 2=1919/0.5-8, 10=1919/0-5-8 Max Horz 2=-67(LC 15) Max Uplift 2=-303(LC 10),'10-303(LC 11) Max Grav 2=2429(LC 29), 10=2430(LC 29) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4222/580, 3-4=-3719/542, 4-5=-3274/508, 5-7=-4863/722, 7-8=-4863/722, 8-9=-3771/550, 9-10=-4234/581 BOT CHORD 2-17=512/3680, 16-17=-641/4875, 14-16=-641/4875, 12-14=-376/3316, 10-12=-447(3695 VVEBS 3-17=-517/123, 4-17=-109/1145, 5-17=1878/310, 7-14=883/205, 8-14=-290/1842, 8-12=0/332, 9-12=437/139 NOTES- (14) 1) Wnd: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8ps1; BCDL=4.2psf; h=25ft; Cat. II, Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever 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 16.0 psf or 1.00 times flat roof load of 25.0 psi on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 9) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=Ib) 2=303, 10=303. 11) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on Page 2 WARNING. Verity design parameters and READ NOTES ON 77415 ANO INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 10433/2015 BEFORE USE. sign valid for use onty with Mrtela connectors. This design is based only upon parameters shown, and Ls for an individual building component, not a truss syslem. Before use, the building designer must veriry the applicability of design parameters and properly incorporate this design irolo the overall building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing is always required for stabi9ty and to prevent collapse with possible personal injury and property damage. For general guidance regarding ere fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIMNI Quality Criteria, DEB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job !Truss `J1034975 CO2 Truss Co, Sumner, WA !Truss Type Qty Ply Gary Sidhu//RE K8363000 'California 1 1 �ry Job Reference (optiotaal) -~-------_.—._,. 8 240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:54:50 2019 Page 2 ID:G02uLjLDSskeNyYxehkkhyzGs7U-b1BIpv3TCoO0BPa4wZZ3mBM8L_RQIVIG_gZgaXyzTgZ NOTES- (14) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 119 Ib down and 71 Ib up at 9-11-10, 120 Ib down and 50 Ib up al 12-0-12, 125 Ib down and 53 Ib up at 14-0.12, 86 Ib down and 53 lb up at 16-0-12, 69 Ib down and 53 Ib up at 18-0-12, 69 Ib down and 53 Ib up at 20-0-12, 69 Ib down and 53 Ib up at 20-11-4, 69 Ib down and 53 Ib up at 22-11-4, 86 Ib down and 53 Ib up at 24-11-4, 125 Ib down and 53 Ib up at 26-11-4, a.d 120 Ib down and 50 Ib up at 28-11-4, and 119 Ib down and 71 Ib up at 31-0-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. 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 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-8=66, 8-11=-66, 18-21=-14 Concentrated Loads (Ib) Vert: 24=-20(F) 25=-55 26=56 27=-17 32=-17 34=-56 35=-55 36=-20(F) WARNING - Verity design parameters end READ NOTES ON TNIS AND INCLUDED MTTEK REFERENCE PAGE M11-7473 rev, 10/03/2015 BEFORE USE. 4esign valid for use only with MTetc® connectors. This design is based only upon parameters shown, and Is far an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web andfor chord members ony. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Qualify Cdterla, DSB-89 end aCSI Building Component Safety Information available from Truss Plate Institute, 21a N. Lee Street, Suite 312, Alexandria, VA 22314, 250 Klug Circle Corona, CA 92980 • Job J1034975 Truss CO3 Truss Type alifornia Oty Ply 1 Gary SION:it/RE K6363001 Truss Co, Sumner, WA 200 5-11-5 / 5-11-5 6.00 112 24 5x6 = 5-11-5 H 11 5-11-5 3x4 Job Reference joptional) 8.240 s Jun 8 2019 MiTek Induszries, Inc. Wed Jul 10 11:54:52 2019 Page 1 ID:GO2uLjLDSskeNyYxelikkhyzGs7U-XPJ2Eb5jkPekQijT2_bXrcRV2o6SmRDZR82n1PyzTeX 11-5-4 11-10,15 17-5-6 23-6-10 29-1-1 29-6-12 35-0-71 41-0-0 143-0-0 5-5-15 0-5-11 5-5-7 6-1-4 5-6-7 0-8-11 5-5-15 5-11-5 2-0-0 Special 6x6 = 17 16 1 5x4 11 11-5-4 5-5-15 plateOffsets LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7,0 Special 6/(6 = 4x4 = 4x4 = 5 26 27 5 28 2 30 316 32 33 734 3x10 = 36 15 37 14 38 13 39 3x12 MT2DHS = 3c12 MT18HS 3x4 = 12 11 3x10 = 1.5x4 I 20-6-0 29-6-12 35-0-11 41-0-0 i l i i 9-0-12 9-0-12 5-5-15 5-11-5 4:0-1 -12.0-276[7:0-1-12,0-2-8), [8:0-1-12,0-1-8119:0-1-11,Edgp], [12:0-3-8,0-1-ej, [16:0-3-0,0-1-81 ' m SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.67 BC 0.91 WB 0.62 Matrix-MSH DEFL. in (loc) I/defl L/d Vert(LL) -0.43 14 >999 360 Vert(CT) -0.65 14-16 >752 240 Horz(CT) 0.26 9 rite nia Scale= 1:74.5 9 5x6 = PLATES GRIP MT20 185/148 MT2OHS 139/111 MT18HS 185/148 Weight: 182 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purlins, except BOT CHORD 2x4 HF No.2 *Except* 2-0-0 oc purlins (3-0-1 max.): 4-7. 13-15: 2x4 DF No.18.B1r BOT CHORD Rigid ceiling directly applied or 8-0-13 oc bracing. WEBS 2x4 HF Stud *Except* VVEBS 1 Row at midpt 5,16, 6-12 5-16,6-12; 2x4 HF No.2 REACTIONS. (lb/size) 2=1965/0-5-8, 9=1965/0-5-8 Max Horz 2=-80(LC 15) Max Uplift 2=-286(LC 10), 9=-286(LC 11) Max Grav 2=2573(LC 29), 9=2573(LC 29) FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4501/523, 3-4=-3761/502, 4-5=-3233/475, 5-6=-3930/557, 6-7=-3233/475, 7-8=-3761/502, 8-9=-4501/523 BOT CHORD 2-17=-470/3911, 16-17=-470/3911, 14-16=-489/3895, 12-14=-468/3895, 11-12=-390/3911, 9-11=-390/3911 VVEBS 3-16=-775/133, 4-16=-102/1117, 5-16=-1160/222, 6-12=-1160/222, 7-12-102/1118, 8-12=-775/133 NOTES- (14) 1) VVind; ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pt=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, with BCDL = 7.Dpsf. 9) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=286, 9=286. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 125 Ib down and 72 Ib up at 11-11-10, 128 Ib down and 51 Ib up at 14-0-12, 137 Ib down and 54 Ib up at 16-0-12, 108 Ib down and 54 Ib up at 18-0-12, 70 Ib down and 54 Ib up at 20-0-12, 70 Ib down and 54 Ib up at 20-11-4, 108 Ib down and 54 lb up at 22-11-4, 137 lb down and 54 Ib up at 24-11-4, and 128 Ib down and 51 lb up at 26-11-4, and 125 lb down and 72 Ib up at 29-0-7 on top chord. The design/selection diontAlikr-bricOOOK/kon device(s) the responsibility of others. WARNING. Verify design paramelera end READ NOTES ON 71-1/8 AND INCLUDED MITER REFERENCE PAGE NITI,747J rev. 10/0312015 BEFORE USE, Design valid for use only with MiTekrt connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AN51/TPI1 Quality Criteria, DSB-89 and SCSI Building Component SafelyInformalion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. July 10,2019 MiTek' 250 Klug Circle Corona, CA 92880 ,Job Truss Truss Type Qty P Gary SidhuliRE K5363001 NOTES- (14) 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 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 1-4=-66, 4-7=-66, 7-10=-66, 18-21=-14 Concentrated Loads (lb) Vert: 25=-26(F) 26=-61 27=67 28=-38 31=-38 32=-67 33=-61 34=-26(F) j�WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MA-7473 rev; /0/0312015 BEFORE USE. t3esgn valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, nol a Truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate Nis design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with posside personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Criteria, DSB-89 end SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. J1034975 CO3 !California 1 1 i f � Job Reference (optional) Truss Co, Sumner, WA 8.240 s Jun 8 2019 MiTek Industries. Inc. Wed Jut 10 11:54:52 2019 Page 2 ID: GO2uLjLDSskeNyYxehkkhyzGs7U-XPJ2Eb5jkPekQijT2_bXrcRV2o6SmRDZR82nfPyzTgX 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply !Gary Sidhu//RE J1034975 C04 Truss Co. Sumner, WA 0 6-11-5 13-5-4 2-0-0 6-11-5 6-5-15 13- 0 15 20-6-0 0- - 1 6-7-1 5x10 6.00 112 3x4 22 5x8 %- Special 4x8 = I alifomia 1 1 _ ____ Job Reference (optional) 8 240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:54:54 2019 Page 1 ID:GO2uLjLDSskeNyYzehkkhyzGs7U-UoRoeQ6zFOuSgOtr9Pcrx1WmcbpcEF2syRXuilyzTV 27-1-1 i..-112 34-0-11 41-0-0 6-7-1 0-5-11 6-5-15 1- 6-11-5 -1 1 5x4 11 6-11-5 13-5-4 20-6-0 27-6-12 1 6-11-5 6-5-15 7-0-12 7-0-12 Special 5x8 3x4 30 10 9 4x4 = 1 1.5x4 34-0-11 41-0-0 1 6-5-15 5-11-5 K6363602 Scale 1:73.1 5x8 8 0 Plate Offsets 12:0-4-7,0-2-81,13:0-1-12,0-1-81, 14D-3-8,0-2-01, [6:0-3-8,0-2-01, 17:0-1-12,0-1-81,18:0-1-11,EggeL 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 0.98 BC 0.80 VVB 0.98 Matrix-MSH DEFL. in (loc) 1/dell L/d Vert(LL) -0.36 12 >999 360 Vert(CT) -0,49 10-12 >995 240 Horz(CT) 0.21 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 188 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 2400F 2.0E *Except* TOP CHORD 4-6: 2x4 DF NO.183tr BOT CHORD 2x4 DF No.1&Btr *Except" BOT CHORD 11-13: 2x4 HE No.2 WEBS 2x4 HF Stud *Except* 3-14,4-12,6-12,7-10: 2x4 HF No.2 WEDGE Left: 2x4 SP No,3 REACTIONS. (lb/size) 8=1894/0-5-8, 2=2032/0-5-8 Max Hors 2=104(LC 10) Max Uplift 8=-235(LC 11), 2=-264(LC 10) Max Grav 8=2503(LC 29), 2.2641(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4842/473, 3-4=-3929/451, 4-5=-3800/482, 5-6=-3800/482, 6-7=-3937/455, 7-8=-4875/485 BOT CHORD 2-15=-442/4205, 14-15=-442/4205, 12-14=-331/3363, 10-12=-271/3369, 9-10=-374-14239, 8-9=-374/4239 WEBS 3-14=-932/157, 4-14=-16/561, 4-12=-148/813, 5-12=-885/207, 6-12=-146/801, 6-10=-19/570, 7-10=-965/167 Structural wood sheathing directly applied or 3-1-0 oc purlins, except 2-0-0 oc purlins (2-2-0 max.):4-6 Rigid ceiling directly applied cr 9-10-2 oc bracing. NOTES- (13) 1) Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2pst h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; C1=1.10 3) Unbalanced snow loads have been considered for this design, 4) This truss has been designed for greater of min roof live load 0116.0 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, with BCDL = 7.0psf. 8) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 8=235, 2=264, 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. W/>RNING Vern), design pararnete, and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. TO/03/201S BEFORE USE, Design valid for use only with WI -eke, connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with passive personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1177.11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. July 10,2019 MI MiTek* 250 Klug Circle Corona, CA 92880 Job IJ1034975 [Truss 04 [Truss Type IQty California Ply 1 Gary Sidhu//RE K6363002 Truss Co, Sumner, WA NOTES- (13) 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 173 Ib down and 72 Ib up at 13-8-8, 133 Ib down and 51 Ib up at 16-0-12, 146 Ib down and 54 Ib up at 18-0-12, 110 Ib down and 54 Ib up at 20-0-12, 110 Ib down and 54 Ib up at 20-11-4, 146lb down and 54 Ib up at 22-11-4, and 133 Ib down and 51 Ib up at 24-11-4, and 173 Ib down and 72 Ib up at 27-3-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (0). 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. Job Reference (optioial) 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:54:54 2019 Page 2 ID: G02uLjLDSskeNyYxehkkhyzGs7U-UoRoeG6zF0uSgOtr9Pd?x1WmcbpcEF2svRXujlyzTgV 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, 6-8=66, 16-19=-14 Concentrated Loads (Ib) Vert: 4=-74(F) 6=-74(F) 23=-67 24=76 25=-40 26=-40 28=76 29=-67 ARMING.. Verily design parameters and READ NOTES ON THIS AND INCLUDED MWTEN REFERENCE PAGE Mu-7473 rev, 70/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job J1034975 Truss Truss Type C05 [California Qty Ply 1 Gary Sidhul/RE K6363003 Truss Co, Sumner, WA -2-0-0 7-11-5 2-0-0 7-11-5 20 3x10 = 7-11-5 7-11-5 4x6 i 4x4 4 Job Reference (optional) 8,240 s Jun 8 2019 MiTek Indusbies, Inc. Wed Jul 10 11:54:56 2019 Page 1 ID:G02uLjLDSskeNyYxehkkhyzGs7U-QAZZ3y8Ene89vK1EGggTOSc8?PWwiEx9M10_oAyzTgT 15-5-4 15.10115 20-6-0 25-1-1 25- -`12 31-7-7 37-10-8 7-5-15 0-5-11 4-7-1 4-7-1 0-5-11 6-0-11 6-3-1 5x8 Special 16 15 1.5x4 II 15-5-4 7-5-15 4x4 = 1.5x4 II 2 3 6 24 635 26x 14 28 4x8 = 3x8 = 3x4 = Special 5x8 3x4 27 7x8 9 12 11 10 3x12 MT2OHS II 5x6 = Scale = 1:70.4 20-6-0 25-6-12 31-7-7 37-10-8 5-0-12 5-0-12 6-0-11 6-3-1 Plate Offsets (X,Y)-- 2-0-10-8 0-1-2 [5:0-3-8 0-2-4], [7:0-3-8 0-2-4] [8:0-1-12,0-1-81, [9:Edge,0-1-12], [10:0-3-8,Edge], [11:0-1-12,0-2-8], [13:i7-2-0,0-1-8], [15:0-1-12,0-2-0] 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 Ina YES Code IRC2015/TP12014 CSI. TC 0.86 BC 0.75 WB 0.70 Matrix-MSH DEFL. in (loc) I/deft Lid Vert(LL) -0.26 13-15 >999 360 Vert(CT) -0,35 15-16 >999 240 Horz(CT) 0.15 10 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight' 189 Ib FT = 200/ LUMBER - TOP CHORD 2x4 DF 2400F 2.0E `Except* 5-7: 2x4 HF No.2, 7-9: 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 *Except' 2-14: 2x4 DF No.1&Btr WEBS 2x4 HF No.2 *Except* 3-16,8-11,9-10: 2x4 HF Stud REACTIONS. (lb/size) 2=1895/0-5-8, 10=1803/0-4-0 Max Horz 2=119(LC 52) Max Uplift 2=-230(LC 10), 10=-197(LC 11) Max Gray 2=2446(LC 29), 10=2404(LC 29) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (2-10-9 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS , 1 Row at midpt 3-15 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4493/395, 3-5=-3441/364, 5-6=-2948/360, 6-7=-2948/360, 7-8=-3086/329, 8-9=-3159/280, 9-10=-2357/219 BOT CHORD 2-16=-379/3899, 15-16=-379/3899, 13-15=-242/2884, 12-13=-179/2627, 11-12=-217/2708 WEBS 3-16=0/282, 3-15=-1127/174, 5-15=-25/619, 5-13=148/386, 6-13=-614/142, 7-13=119/714, 7-12=-74/304, 8-12=-255/256, 8-11=-631/111, 9-11=-204/2686 NOTES- (14) 1) Wnd: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) 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 3fr0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0ps1. 9) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=230, 10=197. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 220 Ib down and 72 Ib up at 15-8-8, 138 Ib down and 51 Ib up at 18-0-12, 151 Ib down and 54 Ib up at 20-0-12, 151 Ib down and 54 Ib up at 20-11-4, and 138 Ib down and 51 Ib up at 22-11-4, and 220 Ib down and 72 Ib up at 25-3-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7d1titlLA plft7t9�1CSSE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. Fiesgn valid for use only with 00Teke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord meiotic, only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSTRPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. July 10,2019 250 Klug Circe Corona, CA 92880 Job J1034975 Truss jTruss Type C05 California my Ply Gary Sidhul/RE K6363003 Truss Co, Sumner, WA 14) All dimensions given in feet -inches -sixteenths (FFIISS) forrnat. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1_15 Uniform Loads (plf) Vert: 1-5=-66, 5-7 —66, 7-9=-66, 10-17=-14 Concentrated Loads (lb) Vert: 5=-121(F) 7=-121(F) 22=-72 24=-81 25=-81 26=-72 Job Reference (optional) 8 240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:54:56 2019 Page 2 ID:GO2uLjLDSskeNyYxehkkhyzGs7U-DAZZ3y8EneB9vK1EGggTOSc8?PWwiEx9M10_oAyzTgT WARNING • Vivify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MII-7473 rev, 70107,701 S BEFORE USE. liesign valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verily the applicability of design parameters and properly incorporate this design into the overall buil8ing design. Bracing irxt-scatee is to prevent Duckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/7PD Quality Crfterie, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 IiJob IJ1034975 Truss Truss Type California Qty Ply Gary Sidhu//RE K6363004 I Truss Go, Sumner, WA Job Reference (optional) 8.240 s Jun 8 2019 MiTek Indust-ies, Inc. Wed Jul 10 11:54:58 2019 Page 1 ID:G02uLjL0SskeNyYxehkkhyzGs7U-MZgJUeAUJF0t8dBd0Fix5thU2C9KAATSg3V5s3yzTgR t-2-0-0 6-1-12 11-8-15 17-5-4 17-10.15 23-1-1 22 30-7-7 37-10-8 • 2-0-0 6-1-12 5-7-0 5-8-5 0- - 1 5-2-2 0 1 7-0-11 7-3-1 4x10 Special 5x6 21 6 15 26 29 14 13 3x4 = 3x8 = 3x6 = 8-11-5 17-5-4 23-6-12 8-11-5 8-5-15 6-1-8 Special 5x8 12 3x4 30-7-7 7-0-11 3x4 11 5x6 = Scale = 1:72.4 27 6x8 = 9 10 3x12 MT2OHS II 37-10-8 7-3-1 u4 Plate Offsets (X,Y)-- [2:0-0-11,Edge], [5:0-1-12,0-1-81, [6:0-2-0,0-2-8], I7:0-3-12,0-2-8], [8:0-1-12,0-1-8 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BOLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0,89 BC 0.94 WB 0.57 Matrix-MSH [9: Edge], [10:0-3-8,Edge], [11:G-1-12,0-2-4], [14:0-2-8,0-1-8] DEFL. in (loc) 1/defl Ltd Vert(LL) -0.39 14-15 >999 360 Vert(CT) -0.54 14-15 >836 240 Horz(CT) 0.17 10 nla n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 179 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 *Except' TOP CHORD Structural wood sheathing directly applied, except end verticals, and 6-7: 2x4 DF No.1&Btr, 7-9: 2x4 DF 2400F 2.0E 2-0-0 oc purlins (2-2-0 max.): 6-7. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 HF No.2 *Except* WEBS 1 Row at midpt 5, 14, 7-14, 8-12 3-15,5-15,8-11,9-10: 2x4 HF Stud REACTIONS. (lb/size) 2=1819/0-5-8, 10=1715/0-4-0 Max Horz 2=131(LC 52) Max Uplift 2=-205(LC 10), 10=-168(LC 11) Max Gray 2=2380(LC 29), 10=2371(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4489/356, 3-5=-4121/343, 5-6=-3077/307, 6-7=-2615/301, 7-8=-2989/279, 8-9=-3253/247, 9-10=-2319/193 BOT CHORD 2-15=-369/3944, 14-15=273/3318, 12-14=-134/2509, 11-12=-180/2787 WEBS 3-15=-549/127, 5-15=-20/577, 5-14=-10141163, 6-14=-19/679, 7-14=-113/326, 7-12=45/398, 8-12=-380/161, 8-11=524/104, 9-11=-159/2711 NOTES- (14) 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 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 psf or 1.00 times flat roof load of 25.0 psi on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 9) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=205, 10=168. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 214 Ib down and 71 Ib up at 17-11-10, 143 Ib down and 51 Ib up at 20-0-12, and 143 Ib down and 51 Ib up at 20-11-4, and 214 Ib down and 71 Ib up at 23-3-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 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. A RNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev, 10/03/1015 BEFORE USE. n valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the budding designer must verify the applicability of design parameters and properly incorporate this desgn into hie overall building design. Bracing indicated is 10 prevent buckling of indMdual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPH Quality Criteria, DSB-99 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. lee Street, Suite 312, Alexandria, VA22314. July 10,2019 Job Truss J1034975 CO6 Truss Type Qty IPty California 1 Gary Sidhur/RE K6363004 Job Reference (optioral) Truss Co, Sumner, WA 8.240 s Jun 8 2019 MiTek Indust:1es, Inc. Wed Jul 10 '154:58 2019 Page 2 ID:GO2ut(LDSskeNyYxehkkhyzGs7U-MZgJUeAUJF0t8dBd0Fix5thU2C9KAATSq3V5s3yzTqR LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1 .15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-66, 6-7=-66, 7-9=-66, 10-16=-14 Concentrated Loads (Ib) Vert: 7=-115(F) 22=-115(F) 23=-77 24=-77 A WARNING- Verify design parameters find READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE Ilifli-7473 roe-10/0312015 BEFORE USE. Design valid for use only with Mirekle connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate thls design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss Systems, see ANS:17PB Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plato Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 11111.111c iTek 250 Klug Circle Corona, CA 92880 IJob J1034975 [Truss iC07 Truss Type alifomia y Piy Gary Sidhu//RE K6363005 ob Reference o Truss Go, Sumner, WA -2-0-0 6-9-12 2-0-0 6-9-12 4x1 4x8 1,5x4 20 3 82400 Jun 8 2019 MiTek Indust:les, Inc. Wed Jul 10 11155:00 2019 Page 1 ID.G02uLJLDSskeNyVitehkkhyzGs7U-Iyo4vKBk!stbOxK?VfkPAlmoSOrAeOGicHN_CxxyzTqP 21-6-12 21-1-1 13-0-15 19-5-4 19-10115 26-11-9 32-3-4 37-10-8 6-3-4 64-5 0-5-11 0-5-11 5-4-13 5-3-12 5-7-4 Scale= 178.7 -2 Special 1-2 5)(6 Special 5x8 600 3x4 2 5 3 3x4 a 24 16 27 28 15 1413 29 30 12 3x4 5x16 = 7ix4 -= 3x4 25 eix6 9-11-5 19-5-4 21-6-12 29-7-7 37-10-8 1 1 9-11-5 9-5-15 ' 2-1-8 8-0-11 8-3-1 26 3x4 11 10 11 4x8 MT18HS Plate s (X,Y)-- [2:0-4-3 0-1-10], [5:0-1-12,0-1-81, [6:0-2-0,0-2-8], [7:0-4-0,0-2-4], [8:0-1-12,0-1-8], [9:0-2-4,0-2-12], [14:0-0-0,0-1-12), [1411-3-4,0-3-4 [15:0-1-12,0-0-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress 'nor YES Code IRC2015/TP12014 CSI. TC 0.96 BC 0.86 WB 0.81 Matrix-MSH DEFL. in (loc) 1/dell Ltd Vert(a) -0.42 15-16 >999 360 Vert(CT) -0.58 15-16 >785 240 Horz(CT) 0.17 11 n/a n/a PLATES GRIP MT20 185/148 MT18HS 185/148 Weight: 195 tb FT ix 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and 4-6: 2x4 DF No.18Btr 2-0-0 oc purlins (3-4-6 max.): 6-7. BOT CHORD 2x4 DF No.18iBtr *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 11-14: 2x4 HF No.2 WEBS 1 Row at midpt 5-15, 7-15, 8-13, 9-11 WEBS 2x4 HF No.2 'Except' 3-16,9-12,10-11: 2x4 HF Stud WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=1787/0-5-8, 11=1677/0-4-0 Max Horz 2=143(LC 14) Max Uplift 2-181(LC 10), 11=-140(LC 11) Max Grav 2=2342(LC 29), 11=2325(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4391/303, 3-5=-4028/288, 5-6=-2893/246, 6-7=-2449/253, 7-8=-2814/250, 8-9=-3161/233 BOT CHORD 2-16=-328/3855,15-16=-220/3212, 13-15=-83/2357,12-13=-104/2731, 11-12=-150/2609 WEBS 3-16=-555/143, 5-16=-23/606, 5-15=-1132/178, 6-15=-34/528, 7-15=-88/490, 7-13=-87/529, 8-13=-587/152, 9-12=0/260, 9-11=-3233/177 NOTES- (14) 1) Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2ps1; 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, with BCDL = 7.0psf. 9) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=181,11=140. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 202 Ib down and 64 Ib up at 19-11-10, and 206 Ib down and 64 Ib up at 21-2-13 on top chord. The design/selection of such connection device(s) is the -ontIMMORISitlilAyeD_Lothers. A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 m1,10103/2015 BEFORE USE Design valid for use only with Mrfeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate Nis design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Tru Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, July 10,2019 250 Klug Circle Corona, CA 9288D Job J1034875 Truss C07 Truss Type IQty mia Ply 1 Gary SidhulRE K6363005 Truss Co, Sumner, WA Job Reference (optimal) 8.240 s Jun B 2019 MiTek Industries, Inc. Wed Jul 10 11:55:00 2019 Page 2 ID: G02uLjLDSskeNyYaehkkhyzGs7U-Iyo4vKBkrsfbOxK?VfkPAI,moSOrAe0CkH N_CxxyzTgP NOTES- (14) 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 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-66, 6-7=66, 7-10=-66, 11-17=-14 Concentrated Loads (lb) Vert: 7=-157(F) 23=-157(F) �YYARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITE( REFERENCE PAGE Mil-74T3 rev. 1Or03/7015 BEFORE USE. Qesign valid for use only with MiTeklD connectors. This design is Cased only upon parameters shown, and is for an individual (wilding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate This design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIl Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tek 250 Klug Circle Corona, CA 928B0 Job Truss Truss Type Qly Ply Gary Sidhu//RE K6363006 J1034975 C08 Common Girder Truss Co, Sumner, WA -2-0-0 2-0-0 ID:G02uLjLD 5-9-6 , 10-8-4 15-7-2 20-6-0 5-9-6 4-10-14 4-10-14 4-10-14 Job Reference joptional) 8,240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:55:01 2019 Page 1 keNyYxehkkhyzGs7U-m8MS6gCMcAnS?5v83NFejVJ5WQJJNWauW1 kITOyzToD 24-9_4 29-0-8 I 33-3-12 37-10-8 5x6 = 4-34 4-3-4 4-3-4 4-6-12 5-9-6 10-8-4 15-7-2 - 20-6-0 27-1-2 5-9-6 4-10-14 4-10-14 4-10-14 6-7-2 324-1 5-2-15 37-10-8 5-6-7 Scale = 1:69,4 Plate Offsets (X,Y)-- [3:0-1-12,0-1-8], [5:0-1-12,0-1-8], [6:0-1-12,0-1-8], [8:0-1-12,0-1-8], [9:0-1-12,0-1-8], [10:0-1-8,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BOLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2D15/TP12014 CS!. TC 0,49 BC 0.35 WB 0.61 Mat rix-M SH DEFL. in (Inc) 1/dell Ud Vert(LL) -0.15 17-18 >999 360 Verl(CT) -0.25 17-18 >999 240 Horz(CT) 0.06 12 n/a n/a PLATES GRIP MT20 185/148 Weight: 232 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins, BOT CHORD 2x6 DF SS except end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-17,6-15,7-15,8-15,8-14: 2x4 HF No.2 WEBS 1 Row at midpt 6.15, 8-15, 10-12 REACTIONS. (lb/size) 2=1645/0-5-8, 12=1506/0-4-0 Max Horz 2=150(LC 10) Max Uplift 2=-148(LC 10), 12=-100(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 2-3=-2962/223, 3-5=-2517/207, 5-6=-2069/192, 6-7=-1634/176, 7-8=-1621/190, 8-9=-1918/187, 9-10=-1862/177 BOT CHORD 2-19=-272/2589, 18-19=-272/2589, 17-18=-188/2186, 15-17=-108/1788, 14-15=-30/1593, 13-14=-60/1704, 12-13=-97/1544 WEBS 3-18=-470/97, 5-18=-7/323, 5-17=-587/118, 6-17=-47/483, 6-15=-828/161, 7-15=102/1108, 8-15=-599/146, 8-14=-59/260, 10-13=0/263, 10-12=-1937/104 NOTES- (9) 1) Wind: ASCE 7-10; Vu9=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 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of .25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except (jt=Ib) 2=148, 12=100. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. July 10,2019 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE MII-7473 rev, 10/0312015 BEFORE USE. llasgn valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must venfy the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members any. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, D5B-89 and 8C$1 Building Component Saletylnronnetion available from Truss Plate Instllute, 218 N. Lee Street, Stile 312, Alexandria, VA 22314. MOW. 250 Klug Circle Carona, CA 92880 Job J1034975 'Truss C09 Truss Type California Qty Ply Gary Sidhu /RE 1 Job Refere K6363007 Truss Co Sumner, WA -2-0-0 , 6-7-14 2-0-0 6-7-14 5x8 4x8 1.5x4 8 240 s Jun 8 2019 MiTek tndustiiies, Inc, Wed Jul 10 11:55:03 2019 Page 1 ID:GO2uLjLDSskeNyYxehkkhyzGs7U-jXUCXLDd8n171F03aBolEiow0KhDsLrMSBzLDsYGyzTqM 34-5-1 34-3-5 12-9-5 18-7-12 19-6-821-5-8 22.4-4 27-8-13 33-3-9 33+5 H 37-10-6 6-1-6 5-10-7 0-'10-12 0-40-12 5-4-9 5-6-12 0-0?12 " 3-5-7 0-11-0 5x6 -:-. 0-1-12 543 3,0 = 6.00 1-11-0 18 18 17 3x8 = 3x8 9-8-9 18-7-12 22-4-4 9-8-9 3-8-8 7 16 3x4 = 33 1 5 3x4 = F? 5x6 14 13 12 4x4 = 3x12 MT2OHS 4x6 = 27-8-13 33-4-5 *-5-1 37-10-8 , 5-4-9 5-7-8 1-0-1 2 3-5-7 Scale = 1:73.4 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 [2:0-5-7,0-2-0], [5:0-1-12,0-1-8], [6:0-2-4,0-2-12], [8:0-1-12,0-1-8], [9:0-5-8,0-1-12], [10:0-4-0,0-1-8], [11:Edge,0-1-12], [13:0-2-0,0-1-12], [14:0-1-12.0-1-8] , [18:0-2-8,0-1-8] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015rTP12014 CSI. TC 0.90 BC 0.95 VVB 0.84 Matrix-MSH DEFL. in (loc) 1/dell Vert(LL) -0.44 18-19 >999 Vert(CT) -0,61 18-19 >747 Horz(CT) 0.17 12 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 201 lb FT = 20% LUMBER - TOP CHORD SOT CHORD VVEBS 2x4 HF No.2 *Except* 6-7,9-10: 2x6 DF SS 2x4 HF No.2 2x4 HF Stud *Except* 5-18,6-18,7-18,7-16,8-16: 2x4 HF No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ibisize) 2=1707/0-5-8, 12=1572/0-4-0 Max Horz 2=139(LC 14) Max Uplift 2=-154(LC 10), 12=-111(LC 11) Max Grav 2=2246(LC 33), 12=2256(LC 33) BRACING - TOP CHORD BOT CHORD VVEBS FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4187/245, 3-5=-3807/230, 5-6=-2714/191, 6-7=-2283/197, 7-8=-2603/180, 8-9=-2981/170, 10-11=-2261/116, 11-12=-2227/123, 9-10=-2438/143 BOT CHORD 2-19=-273/3674, 18-19=-165/3008, 16-18=-28/2191, 15-16=-72/2543, 14-15=-107/2322, 13-14=-101/2115 WEBS 3-19=-582/141, 5-19=-25/616, 5-18=-1079/167, 6-18=-40/642, 7-18=-76/436, 7-16=-71/453, 8-16=-527/127, 9-15=-7/266, 9-14=-1158/78, 10-14=-44/1216, 10-13=-1101/59, 11-13=-92/2238 Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (5-5-8 max.): 6-7, 9-10. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 2-19,18-19. 1 Row at midpt 5-18, 7-18, 8-16 NOTES- (13) 1) VVind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MVVFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (fiat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20,0 psf or 1.00 times flat roof load of 25.0 psi on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads, 8) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 9) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift al joint(s) except (jt=Ib) 2=154, 12=111. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on Dade 2 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mil- 7473 rev.1043312015 BEFORE USE. Design valid for use only with MFFeld8 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate Ibis design into the overall building design. Bracing indicated is lo prevenl buckling of MOM -dual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1/77,11 Quality Crtterle, DSB-89 end SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. July 10,2019 250 Klug Circle Corona, CA 92880 IJ1034975 Truss IC09 Truss Type Qty Califomia 1 Ply 1 Gary Sidhu//RE K6363007 Truss Co, Job Reference (optional) Sumner. WA 8 240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:55:04 2019 Page 2 ID:G02uLjLDSskeNyYxehkkhyzGs7U-Bj2aIhEFv591sYemkVpLK8xVRdCaaphKC?yP4jyzTgL NOTES- (13) 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 178 Ib down and 50 Ib up at 19-6-2 on -top chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-66, 6-7=-66, 7-9= 66, 10-11=-66, 12-20=-14, 9-10=-66 Concentrated Loads (Ib) Vert: 27=-129 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DS8-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek" 250 Klug Circle Corona, CA 92880 'Job I IJ1034975 Truss Co, (Truss IC10 Sumner, WA Truss Type 'CALIFORNIA GIRDER 4-11-11 1-8y 9-0 13 i 4-11-111.13' 2-11-5 53,8 MT18HS i 26 25 GTWS2T 6x6 = 4x12 MT18HS II Q ty Ply Gary Sidhu//RE ► Job Reference (optional), K6363008 8.240 s Jun 8 2019 MiTek Indust-ies, Inc. Wed Jul 10 11:55:07 2019 Page 1 ID:G02uLjLD SskeNyYxehkkhyzGs7U-bljjNjH7C0XckONLQeM2ymZlwrG?nASmuzB4nl yzTql 19-33 13-2-0 17-4-4 1 0-1 21-0-0 25 4-4 31-2-8 :r1( 8 34.7-12 37-10-8 4-1-3 ( 4,2-4 D-B-11 2-2-13 4-10-4 I 4-10-4 15 2.11-4 3-2-12 1-2-4 5x6 24 23 22 21 5x6 4x5 I) 6x8 = 20 4x5 = 4x8 = 34 3x4 10 19 445 = 12 5x6 = 33 5x8 16 17 4/5 4x5 3x4 16 4x5 J 15 4x5 = 3x4 II Scale = 1.79.1 `r1 9,0,13 I 1121-6-0 26-4-4IV834-7-12 I 4-1111 1b132-111-0 4-1.3 4.2-4 '1,110-15 22,13 ' 4-10-4 4-10-4 050 2-'111-4 3-2-12 Plate Offsets (X,Y)-- [2:0-4-5,0-2-9], [3:0.1-12,0-2-4], [5:0-1.12,0-1-8], [6:0-1-0,0-1-8], [7:0-4-0,0-2-4], [8:0-5-4,0-2-0], [10:0-1-12,0.1-8],[11.0-5-4,0-2-0], [12:0-3-0,0-2-0], [13.0-1-12,0-1-81,j15:0.2-4,0-1-8],]23:0-2-4,0-2-0],[25:0-3-0,0-2-12],[26:0-6-4,0-2-0] 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 NO Code IRC2015/TP12014 CSI. TC 0.82 BC 0.72 WB 0.84 Matrix-M SH DEFL. in (loc) Vert(LL) -0.30 24-25 Vert(CT) -0.40 24-25 Horz(CT) 0.07 15 I/defl >999 >999 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 MT18HS 220/195 Weight: 906 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 'Except' 1-4: 2x4 DF No.1&Btr 2x8 DF SS 2x4 HF Stud 'Except* 6-23,7-23,7-22,8-22,8.20,9-20,10-20: 2x4 HF No.2, 3-26: 2x8 DF SS REACTIONS. (Ib/size) 2=9942/0-5-8, 15=3086/0-4-0 Max Horz 2=146(LC 60) Max Uplift 2=-735(LC 10), 15=-223(LC 11) Max Gray 2=10562(LC 35), 15=3844(LC 35) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 7-8, 11-12. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. PLY -TO -PLY CONNECTION REQUIRES THAT AN APPROVED FACE MOUNT HANGER (SPECIFIED BY OTI-ERS) IS REQUIRED AT JOINT 26 FOR LOAD REPORTED IN NOTES. FACE MOUNT HANGER SHALL BE ATTACHED WITH A MINIMUM OF 0.25"x 4.5" SCREWS OR OTHER FASTENERS THAT PENETRATES ALL PLIES, PER HANGER MANUFACTURER SPECIFICATIONS. FORCES, (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-21874/1458, 3-5=-14986/1006, 5-6=-9982/675, 6-7=6970/495, 7-8=5848/430, 8-9=-5411/405, 9-10=-5558/404, 10-11=-5618/370, 11.12=-4521/306, 12-13=-5008/321, 13-14=-3789/226, 14-15=-3690/224 BOT CHORD 2-26=-1364/19468, 25-26=-1364/19468, 24-25=-912/13382, 23-24=-567/8844, 22-23=-329/5972,20-22=-309/5831,19-20=-226/4966,18-19=-244/4595, 17-18=-233/4413, 16-17=-194/3315 WEBS 3-25=-8609/639, 5-25=-463/6708, 5-24=-6675/507, 6-24-343/5038, 6-23=-5003/417, 7-23=303/4053, 7-22=-1133/282, 8-22=-331/1094, 8-20=3852/339, 9-20=309/4322, 10-20=-563/262,10-19=-468/139,11-19=64/602,11-18=2721/182,12-18=-82/1403, 12-17=-29/277, 13-17=-79/1717, 13-16=-2170/149, 14-16=-203/3711, 3-26=-585/8904 NOTES• (18) 1) N/A 2) 3-ply truss to be connected together with 10d (0.131'5 3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 4 rows staggered at 0-4-0 oc. 3) 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 (B), unless otherwise indicated. 4) Wncl: ASCE 7-10; Vut1=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2ps1; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp,; Ct=1.10 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25,0 psf on overhangs non -concurrent with other live loads. 8) Provide adequate drainage to prevent water ponding. 'SkAifikattalnafikdiT120 plates unless otherwise indicated. A WARNING, Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03)7015 BEFORE USE: Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DS8-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. July 10,2019 Tek' 250 Klug Circle Corona, CA 92880 (Job 7 Truss Co, Su NOTES- (18) 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) ' This truss has been designed for a live Toad of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 12) Bearings are assumed to be: Joint 2 DF 2400F 2.0E crushing capacity of 670 psi, Joint 15 HF No.2 crushing capacity of 405 psi. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=735, 15=223. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Use USP GTWS2T (With 22-WS3 nails into Girder & 16-W53 nails into Truss) or equivalent at 6-1-8 from the left end to connect truss(es) to back face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 218 Ib down and 66 Ib up at 17-8-3 on'top chord. The design/selection of such connection device(s) is the responsibility of others. 18) All dimensions given in feet -inches -sixteenths (FFIISS) format. (Truss IC10 er. 4'VA 'Truss Type 'CALIFORNIA GIRDER Gary Sidhu//RE K6363008 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-66, 7-8=-66, 8-9=-66, 9-11=-66, 11-12=-66, 12-14=-66, 2-15=14 Concentrated Loads (Ib) Vert:7=-119 26=-9761(B) onal 8.240 s Jun 8 2019 ttliTek Industries, Inc. Wed Jul 10 i1:55:08 2019 Page 2 ID:G02uLjLDSskeNyYxehkkhyzGs7U-3UH5b3HlyKTSLAyYzLuHV_6CgEcEWciw7dwdDuyzTgH ® WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MITE'S. REFERENCE PAGE A111-7473 rev. 10,0315015 BEFORE USE. Design valid for use only with NM-el:0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a Truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 anti BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Krug Circle Corona, CA 92880 Job {Truss Truss Type Qty Ply Gary Sidhu//RE K6363009 J1034975 Truss Co, Sumner, WA D01 California Girder -2-0-0 4-1-5 1 7.5.4 7-10-15 11-9.1 16-3-11 { 20-10-5 2-0-0 4-1-5 3-3-15 0-5-111 3-10-2 4-6-10 4.6-10 32 21 33 20 34 44 = 2x4 JUS24 4x4 = JUS24 JUS24 JUS24 35 JUS24 19 36 37 t8 38 17 4x6 = JUS24 2x4 I JUS24 JUS24 JUS24 5x8 4x8 :. JUS24 2 Job Reference (optional) 8 240 s Jun B 2019 MiTek Industries, Inc. Wed Jul 10 ' 1:55:12 2019 Page 1 ID: G02uLjLDSskeNyYxeflkkhyzGs7U-yFWcQQKG0Y9ugnFJCByDfgGzcs4hSV_V2FurMFyzTgD 27-9-15 25-3-3 27-4-4 30-7-1 3110-12 35-6-0 I 4-4-14 2-1-1 -11 2-9-2 0-5-11 4-5-4 Specie! 5x8 Scale = 1:65.3 4,6 15 14 13 12 2x4 I 4x5 1 4x8 4-1-5 7-5-4 11-9-1 16-3-11 20-10-5 25-3-3 27-4-4 31-0-12 4-1-5 3.3-15 4-3-13 4-6-10 I 4-6-1C { 4-4-14 i 2-1-1 I 3-8-8 Plate Offsets (X,Y)-- [2:0-2-8,0-1-1], [3:0-1-12,0-1-8], 14:0-5-4,0-2-4], [8:0-2-12,0-2-8], [9:0-4-0,0-1-15], [11:0-2-4,0-2-01, [13:0-2-0,0-2-0], [14:0-2-4,0-1-12j 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 0.50 BC 0.36 WB 0,57 Matrix-MSH DEFL. in (loc) I/defl Ud Vert(LL) -0.28 16-18 >999 360 Vert(CT) -0.43 16-18 >977 240 Horz(CT) 0,07 12 n/a n/a 3x4 I I 35-6-0 4-5-4 PLATES GRIP MT20 185/148 Weight: 405 Ib FT = 20% LUMBER. BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-15 oc purlins, BOT CHORD 2x6 DF SS except end verticals, and 2-0-0 oc purlins (4-2-12 max.): 4-8, 9-10, UVEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=3013/0-5-8, 12=2377/Mechanical Max Horz 2=104(LC 56) Max Uplift 2=-394(LC 10), 12=-292(LC 10) Max Gray 2=3332(LC 34), 12=2457(LC 34) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6277/787, 3-4=-6040/866, 4-5=-6832/974, 5-6=-6832/974, 6.7=-6799/871, 7-8=-6799/871, 8-9=-4001/541, 9-10=-2121/309, 10-11=-2394/335, 11-12=-2430/307 BOT CHORD 2-21=-726/5547, 20-21=-726/5547, 19-20=-770/5393, 18-19=-979/7436, 16-18=-979/7436, 15-16=-662/5401, 14-15=-661/5404, 13-14=-421/3502 WEBS 3-20=-384/210, 4-20=0/479, 4-19=239/1998, 5-19=-741/227, 6-19=-774/71, 6-18=0/418, 6-16=-1141/290, 7-16=-565/111, 8-16=220/1814, 8-14=-3474/442, 9-14=-356/3009, 9-13=2324/302, 10-13=-58/729, 11-13=-296/2434 NOTES- (17) 1) 2-ply truss to be connected together with 10d (0.131'5(3") 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; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat- II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (fiat roof snow); Category 11; Exp 8; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads, 7) Provide adequate drainage to prevent water ponding. 8) 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) AD bearings are assumed to be HF No.2 crushing capacity of 405 psi. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=394, 12=292. 0 dtiaOteitabGCdir2 representation does not depict the size or the orientation of the purlin alonq the top and/or bottom chord. ARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev, 10 83/2015 BEFORE USE. for use only with HTek'a connectors. This design is based ony upon parameters shown, and is for an individual building component, not em. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall design. Bracing indicated Ls to prevent buckling of individual Puss web and/or chord members only. Additional temporary and permanent bracing required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DS'B-89 end BCSI Building Component - melon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. July 10,2019 250 KNg Circle Corona, CA 92880 Job Truss /Truss Type Qty Ply Gary Sidhu//RE K6363009 j J1034975 D01 California Girder 1 ( Job Reference (optional) Truss Co, Sumner, WA 8 240 s Jun 8 2019 MiTek Industries. Inc. Wed Jul 10 11:55:12 2019 Page 2 ID:G02uLjLDSskeNyYxehkkhyzGs7U-yFWcOQKG0T9ugnFJCByDfgGzcs4hSV_V2FurMFyzTgD NOTES- (17) 14) 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 19-11-12 to connect truss(es) to back face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 669 Ib down and 274 Ib up at 7-8-8, 285 Ib down and 115 Ib up al 10-0-12, 273 Ib down and 120 Ib up at 12-0-12, 236 Ib down and 120 Ib up at 14-0-12, 229 Ib down and 120 Ib up al 16-0-12, 244 Ib down and 124 Ib up at 18-0-12, 253 Ib down and 80 Ib up at 27-7-8, and 111 Ib down and 34 Ib up at 29-8-4, and 186 Ib down and 79 Ib up at 30-6-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 17) 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: 1-4=-66, 4-8=66, 8-9=-66, 9-10=-66, 10-11=-66, 2-12=-14 Concentrated Loads (Ib) Vert: 4=-570(B) 9=-154(B) 17=-55(8) 21=-40(B) 6=-160 18=-68(B) 25=-220 26=-204 27=-167 28=-175 29=-103 30=-87(B) 32=-41(B) 33=-40(B) 34=-62(B) 35=-77(B) 36=-69(B) 37=68(B) 38=-69(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10 03/2015 BEFORE USE. Desgn valid for use only wih MiTeleS connectors. This design is based Dory upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucltliing of indivic rat truss web and/or chord members only. Additional temporary and permanent bracing is always required for sbabity and to prevent collapse with posside personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 end SCSI Building Component Sefety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 `Job J1034975 Truss D02 Truss Type ICalitornia Girder City {Ply Gary Sidnur/RE K636301 Truss Co, ner, WA Job Reference (option)) 8.240 s Jun 8 2019 MiTek Indushies, Inc, Wed Jul 10 11:55:15 2019 Page 1 ID:GO2uLiLDSskeNyYxehkkhyzGs7U-Md013SN8JTXThE_uuJWiNHSup0357fmzykD7VzayzTriA , 5-1-5 9-5-4 5 13-9-1 18-3-11 22-10-5 24_7-31-34 29-2-8 32-2-8 35-6-0 4_ 2-0-0 ' 5-1-5 4-3-15 0-5-11 3-10-2 4-6-10 4-6-10 1-11-5 3-0-0 3-3-8 ' 2 5x8 = Special 4 1 5x4 5 3x8 = 6 1 5x4 5x6 = 5x8 II NAILED 9 30 1.5x4 11 Scale. 3/16".1' 6.00 I12 25 27 28 \ 29 ' , • . • . \ ‘,‘ 4x3 - 5x6 = 20 2x4 I I 19 4x4 = 18 4x8 = 1 17 6 2x4 I I 5x8 15 4x8 = 14 13 4x8 = 5-1-5 9-5-4 13-9-1 18-3-11 22,10-5 27-3-3 32-2-8 35-6-0 — 5-1-5 -F4-3-15 4-3-13 4-6-10 4-6-10 4-4-14 4,11,5 3-3-8 12 3x4 II co kr, Plate Offsets (X,Y)-- [2:0-3-0,0-2-91R0-1-12,0-1±31, [4:0-5-0,0-2-41 j11:0-2-8,0-1-§), 113:0-1-8,0-2-01,114:0-2-12,0-2-0], 115:0-1-12,0-2-01 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 Incr NO Code IRC2015/TPI2014 CS!. TC 032 BC 0.38 WB 0.94 Matrix-MSH DEFL. in (loc) Met{ Ud Vert(LL) -0.28 17 >999 360 Vert(CT) -0.40 17 >999 240 Horz(CT) 0.07 12 n/a PLATES GRIP MT20 185/148 Weight: 208 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud REACTIONS. (lb/size) 2=1643/0-5-8, 12=1464/0-5-8 Max Horz 2=112(LC 7) Max Uplift 2-229(LC 10), 12=-135(LC 10) Max Grav 2=1996(LC 32), 12=1574(LC 31) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purlins, except end verticals, and 2,0-0 oc purlins (2-7-5 max.): 4-8. BOT CHORD Rigid ceiling directly applied crr 10-0-0 oc bracing. WEBS 1 Row at midpt 8.14 FORCES, (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3338/405, 3-4=-2960/400, 4-5=-3343/440, 5-6=-3343/440, 6-7=-3267/373, 7-8=-3267/373, 8-9=-2605/307, 9-10=-1328/172, 10-11=-1324/145, 11-12--:-1553/146 BOT CHORD 2-20=-388/2902, 19-20=-388/2902, 18-19=-326/2649, 17-164-386/3607, 15-17=-386/3607, 14-15=-212/2401,13-14=-119/1569 WEBS 3-19=-563/90, 4-19=-11/391, 4-18=-123/1056, 5-18=-511/115, 6-18=-378/77, 6-15=-571/115, 7-15=-547/90, 8-15=-154/1259, 8-14=-2290/297, 9-14=-272/2485, 9-13=-854/89, 10-13=-397/88, 11-13=-119/1476 NOTES- (14) 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 psi or 1.00 times flat roof load of 25.0 psi on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except ((1=1b) 2=229,12=135. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) "NAILED" indicates 3-10d (0.148"x3'') or 2-12d (0.148"x3.25) toe -nails per NDS guidlines. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 119 Ib down and 71 Ib up at 9-8-8, 120 lb down and 50 Ib up at 12-0-12, 125 lb down and 53 Ib up at 14-0-12, and 86 Ib down and 53 lb up at 16-0-12, and 69 Ib down and 53 Ib up at 18-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 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. uly 10,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED mrrEk REFERENCE PAGE MI1-7473 rev. 0/03/2015 BEFORE USE. Design valid for use only with MiTek dO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII qualify Criteria, DSB-89 end SCSI Buikling Componenf Se. feny Intommlion available from Truss Plate Institute, 21B N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92890 Job Truss Truss Type Qty Ply Gary Sidhu//RE K6363010 J1034975 D02 California Girder 1 1 Job Reference (optional) 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, 4-8=-66, 8-9=-66, 9-11=-66, 2-12=-14 Concentrated Loads (Ib) Vert: 4=-20(B) 25=-55 26=56 28=-17 8.240 s Jun 8 2019 MiTek IndusWies, Inc. Wed Jul 10 11:55:15 2019 Page 2 ID:GO2uLILDSskeNyYxehkkhyzGs7U-MqC13SN8JTXThE_uuJVVwHSuQ0357fmzykD7VzayzTgA A WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Allb7473 rev,10/03/2015 BEFORE USE, Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addrtional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/Mil Quality Criteria, DSB-89 end SCSI Building Component Safety Infomletion available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. 1, MiTek* 250 Klug Circle Corona. CA 92880 Job Truss J1034975 D03 Truss Co, Sumr,er, WA -2-04:11 5-11-5 I 5-11-5 2 3x10 = Truss Type Qty California Ply Gary Sidhu//RE Job Reference (optional) K6363011 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:55:17 2019 Page 1 ID:G )2uLiLDSskeNyYxehkkhyzGs7U-IDKVT8C3Pr5ol3wY8G?kYOMtzioter7irFBXcb1Syzici8 11-5-4 1110115 17,3-6 23-2-10 28-7-1 29,012 35-6-0 5-5-15 0-611 5-4-7 5-11-3 5-4-7 675- 65-4 5x6 <- Special 4 9 3x4 = 4x4 = 20 21 22 6. 23 2 7 0;0 = 25 12 11 26 27 14 13 10 1,5e4 1/3x8 = 4x8 = 3x4 = 5x8 = 5-11-5 11-5-4 20-3-0 29-0-12 35-6-0 5-11-5 1 5-5-15 8-9-12 8-9-12 65-4 Scale: 3/16"=1* 7x8 x6 = Plate Offsets (X,Y)-- [2:0-10-8,0-1-21, 13:0-1-12,0-1-81,14:0-2-0,0-2-01, 2,0-1-81,16:0-1-12,0-2-01, (7.0±12,0-2-8118:Edge,0-1-121,19:Edge10-1-81, 110:0-1-8,0-2-0j 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 IDOL 1.15 Rep Stress Incr YES Code IRC2015rTPI2014 CS!. TC 0.98 BC 0.94 VVB 0.78 Matrix-MSH DEFL. in (loc) I/defl Lid Vert(LL) -0.30 11-13 >999 360 Vert(CT) -0.48 11-13 >885 240 Horz(CT) 0.14 9 n/a n/a PLATES GRIP MT20 185/14e Weight: 157 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 7-8: 2x4 DF No.l&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud 'Except* 5-13,6-10: 2x4 HF No.2 REACTIONS. (Ib/size) 2=1729/0-5-8, 9=1802/0-5-8 Max Horz 2=114(LC 9) Max Uplift 2=-212(LC 10), 9=-200(LC 11) Max Grav 2=2166(LC 29), 9=1922(LC 29) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. VVEBS 1 Row at midpt 5-13, 6-10 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3612/361, 3-4=-2856/338, 4-5=-2441(328, 5-6=-3031/338, 6-7=-1947/262, 7-8=-2209/275, 8-9=-1882/219 BOT CHORD 2-14=-342/3118, 13-14=-342/3118, 11-13=-375/3074, 10-11=-350/2922 VVEBS 3-13=-795/130, 4-13=-32/844, 5-13=-889/161, 5-11=-290/110, 6-11=-22/449, 6-10=-1367/160, 7-10=-39/446, 8-10=-245/2080 NOTES- (13) 1) Wnd: 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 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 frt between the bottom chord and any other members, with BCDL = 7.Opsf. 8) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=212, 9=200. 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) 131 lb down and 74 Ib up at 11-11-10, 128 Ib down and 51 Ib up at 14-0-12, 137 lb down and 54 lb up at 16-0-12, and 87 Ib down and 54 Ib up at 18-0-12, and 492 lb down and 182 Ib up at 28-6-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) All dimensions given in feet-inches-sbcteenths (FFIISS) format. VADtiliN)14.11. WARNING,. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev, 10/03/2010BEFORE USE, Design valid for use only with MiTekrtS connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system, Before use, the building designer must verify the applicability of design parameters end properly incorporate the design into the overall Dui/ding design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and lo prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TF.11 Quality Criteria, OSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 215 N. Lee Street, Suite 312, Alexandria, VA 22314. July 10,2019 250 Klug Circle Corona, CA 92880 Job J1034975 Truss Co, "Truss D03 Sumner, WA Truss Type !Sty Ply Gary Sidhui/R California 1 Job Reference (oplional) LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase-115, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-7=66, 7-8=-66, 9-15=-14 Concentrated Loads (Ib) Vert: 19=-32(B) 20=-61 21=-67 22=17 24=-393 K6363011 e 240 s Jun 8 2019Tek Industries, Inc. Wed Jul 10 11,55:17 2019 Page 2 ID.G02uLiLDSskeNyYxehltkhyzGs7U-IDKVT8QPr5o8wYBG7kYOMIziciter7irFBXclo1SyzTo8 WARNING - Verily design parerneters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mir-7473 rev, I 0433/2015 BEFORE USE, Design valld for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Berme use, the Wilding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ls always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 21B N. Lee Street, Suite 312, Alexandia, VA 22314. MI KU*" 250 Klug Circle Corona, CA 92880 Job ;Truss Type California Qty !Ply 1 (Gary Sidhu//RE K6363012 J1034975 `.Truss ID04 Truss Co. Sumner, WA 300 = 6-11-5 6-11-5 6.00 12 6-11-5 6-115 21 Plate Offsets (X,Y)-- [2:0-10-4,0-0.14), [3: [14:0-2-0,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0,0 * BCDL 7.0 3x4 i 22 17 1.5x4 11 13-5-9 6-5-15 13-J0-115 45.1'I 5x8 Special 4 19-9-0 510-1 I1 jJob Reference (optional) 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:55:19 2019 Page 1 ID:G02uLjLDSskeNyYxehkkhyzGs7U-FcSFugQfNi2vAsHf79asR132YgKebZ1Xfg516LyzTq6 27-3-5 28.E-4 25-7-1 510-1 1.5x4 5 2 _. 26 27 16 29 15 14 4x4 = 3x6 = 3x8 = 13.5-4 ___.........19-9-9._..,__ 26-0-12 6-5-15 ......._� 6-3-17 6-3-12 2:-17 27Q-(5l 35-6-0 6-11-12 1-2-9 0-9.11 Scale = 1:66.1 5x8 -.- 5x8 5x8 = 7 31 13 12 11 3x4 = 4x5 = 4x4 = �7 7 5 z86-I 1-2-9 Ott-2-15 2 6x6 3x12 MT2OHS 11 2,0.1-8), [4:0-3-12,0-2-8), [6:0-4-0,0-2-4], [7:0-2-4,0-3-4], [8:0-3-8,0-2-0), [9:0-2.12,0-2-0], [11:0.2-0,0.1-12], [12:0-1-12,0-1-12], SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.97 BC 0.89 WB 0.99 Matrix-M SH DEFL. in (loc) I/dell Ud Vert(LL) -0.22 16 >999 360 Vert(CT) -0.32 14-16 >999 240 Horz(CT) 0.13 10 nla n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 N Weight: 191 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 1-4: 2x4 DF No.1&Btr, 7-8: 2x6 DF SS, 8-9: 2x4 DF 2400F 2.0E except end verticals, and 2-0.0 oc purlins (2-2-0 max.): 4-6, 7-8. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HE Stud *Except* WEBS 1 Row at midpt 4-14 3-16,4-14,6-14,9-10: 2x4 HF No,2 REACTIONS. (Ib/size) 2=1722/0-5-8, 10=1690/0-5-8 Max Horz 2=125(LC 9) Max Uplift 2=-189(LC 10), 10=-140(LC 11) Max Gray 2=2160(LC 33), 10=1953(LC 33) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3785/307, 3-4=-2843/282, 4-5=-2393/252, 5-6=-2393/252, 6-7=-2023/201, 7-8=-1797/187, 8-9=-2146/176, 9.10=-1906/164 BOT CHORD 2.17=-299/3263, 16-17=-299/3263, 14-16=-213/2381, 13-14=-174/1911, 12-13=167/1868, 11.12=-151/1801 WEBS 3-16=-977/151, 4-16=-18/551, 4-14=-129/449, 5-14=-778/145. 6-14=-89/722, 6-13=-335/101, 7-13=-36/547, 7.12=1062/85, 8-12=-139/954, 8-11=-491/121, 9-11=141/1773 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 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 o1 min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 23.opsf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 9) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=189, 10=140. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 185 Ib down and 72 Ib up at 13-8-8, 133 Ib down and 51 Ib up at 16-0-12, and 137 Ib down and 54 Ib up at 18-0-12, and 282 Ib down and 95 Ib up at 27-7-14 Conttnezircetioatethhe design/selection,of such connection device(s) is the responsibility of others. AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev, 10/03R015 BEFORE USE. Design valid for use only with MTek®conneclors. This design is based only upon parameters shown, and is for an individual building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanerd bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUIPI( Qualify Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Ted* 250 Klug Circle Corona, CA 92880 Job J1034975 Truss 004 Truss Type !oty California !1 Ply lGary Sidhul/RE K6363012 Job Reference (optional) Truss Co, Sumner, WA 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:55:20 2019 Page 2 ID:G02uLjLDSskeNyYxehkkhyzGs7U-jo7e69RH80AIn0srgs55_WbD14gNK0HhtUgGenyzTg5 NOTES- (14) 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) AU dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1,15, Plate Increase=1.1f Uniform Loads (plf) Vert: 1-4=-66, 4-6=-66, 6-7=66, 7-8=-66, 8-9=-66, 10-18=-14 Concentrated Loads (lb) Vert: 4=-86(8) 23=-67 24=-67 28=-232 ARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MI(EK REFERENCE PAGE MII-7473 rev, 1W03/1015 BEFORE USE. ign valid for use only with Mifek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must vent' the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the labricaton, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII qualify Crlterle, OSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandra, VA 22314. iTek' 250 Klug Circle Corona, CA 92880 Job ',Truss Truss Type ly Ply Gary Sidhul/RE 1034975 '005 Truss Co, Sumner, WA .2 3x10 -= 7-11-5 7-11-5 California 15-5-4 1.5x4 it 7-5-15 6 00 12 1 K5353013 Job Reference (optional) 8 240 s Jun B 2019 Mil ek Indust'ies, Inc. Wed Jul 10 11:55:22 2019 Page 1 ID: G02uljLDSskeNyYxehkkhyzGs7U-f870XrSXfd0T1J0EoH8Z3xhZyuKOoxY_LoJMjgyzTg3 362-4 15- 0,15 19-9-0 23-7-1 _.,.. 24-p- 2 0- -1M1 3-10-1 I 3-10-1 0.5-1�1 3x10 = 15-5-4 7-5-15 4x8 = 24-0-12 8-7-8 5x6 3x8 = 29-3-5 Alltj8j9 35.6.0 5-2-9 I1-1 .k ..__._ 5-3-12 0-5-11 5x8 = 5x8 Scale = 1:69.3 6x6 7 10 3x12 MT2OHS II 29-3-5 2-4 35-6-0 5-2-9 fr- 0-15 5-3-12 Plate Offsets (X,Y)-- [2:0-10-4,0-0-14], (5:0-2-0,0-2-4], 17:0-2-4,0-2-8], (8:0-5-4,0-2-0], [9:o-4-B0-2-0], [10:Edge,0-1-12], (12:0-2-0,0-1-8], (13:0-2-0,0-1-8], [16:0-3-12,0.1-B] 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 (roc) 1/deft Lid TC 0.96 Vert(LL) -0.36 14-16 >999 360 BC 0.98 Vert(CT) -0.52 14-16 >816 240 WB 0.95 Horz(CT) 0.14 11 n/a nla Matrix-MSH PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 181 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and 4-5: 2x4 DF 2400F 2.0E, 1-4: 2x4 DF No.1 &Btr 2-0-0 oc purlins (3-5-8 max.):5-7, 8-9. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied at 2-2-0 oc bracing. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 3 16, 6-16, 6-14 3-16,5-16,6-16,6-14,7-14: 2x4 HF No.2 REACTIONS. (lb/size) 2=1671/0-5-8, 11=1715/0-5-8 Max Horz 2=135(LC 9) Max Uplift 2=-197(LC 10), 11=-207(LC 11) Max Gray 2=2132(LC 33), 11=2094(LC 33) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3785/325, 3-5=-2694/287, 5-6=-2218/289, 6-7=-1977/272, 7-8=-2333/291, 8-9=-1990/254, 9-10=-2138/241, 10-11=-2066/225 BOT CHORD 2-17=-318/3265, 16-17=-318/3265, 14-16=-209/2158, 13-14=-206/2004, 12-13=-190/1837 WEBS 3-17=0/264, 3-16=-1188/171, 5-16=-26/563, 6-16=-255/274, 6-14=-442/74, 7-14=-1/477, 8-13=-1643/174, 9-13=-155/1500, 9-12=-665/114, 10-12=-184/1946 NOTES- (14) 1) Wrnd: ASCE 7-10; Vu11=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25R; 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) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 8) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 9) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=197, 11=207. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 127 Ib down and 46 Ib up at 15-11.10, 133 Ib down and 51 Ib up at 18-0-12, and 219Ib down and 141 Ib up at 23-6-6, and 309 Ib down and 136 Ib up at 29-10-5 on top chord. The design/selection of such connection device(s) is the responsibility of others. 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. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1.1I1.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITeldM connectors. This design is based only upon parameters shown. and is for an individual building component, not a Truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PI1 Quality Criteria, DSB-89 and MS/ Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. July 10,2019 Tel(' 250 Klug Circle Corona, CA 92880 Truss Type California Qty Ply Gary Sidhu//RE 1 K6363013 Pob 'Truss J1034975 !DOS Job Reference (optional) Truss Go, Somner, WA 8.240 s Jun 8 2019 MiTek Industhes, Inc. Wed Jul 10 11:55:22 2019 Page 2 laGO2uLjLDSskeNy`threhkkhyzGs7U4B70XrSXrdCIT1JOEoH8Z3xhZyuK0oxY_LoJMjgyzTo3 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase-1,15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-66, 5-7=66, 7-8=-66, 8-9=-66, 9-10=-66, 11-18=-14 Concentrated Loads (Ib) Vert: 9=-210 24=-28(B) 25=-67 29-120 WARNING- Verity design parameter, and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mifekdd connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSII1P11 Quality Criteria, DSB-89 end SCSI Building Component Safety Inromiation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek" 250 Krug Circle Corona, CA 92880 J1034975 Truss !Truss Type ply D06 iCalifomia Ply 1 Gary Sidhu//RE K6363014 Truss Co, Sumner, WA 2 Job Reference (optional) 8240 s Jun 8 2019 MiTek Indust-ies, Inc. Wed Jul 10 11:55.24 2019 Page 1 ID:G02uLjLDSskeNyYxehkkhyzGs7U-bZF8xXUoBEgBGdAcviA18Mmx2h1rGu?Go6oTnYyzTg1 32-2-4 6-1-12 11-8-15 17-54 17- `}1-.5 21-7--1 22-0-12 2&9-9 31-3-5 3189 36-6.0 6.1.12 S-7-4 5.8.5 0-5-T1 3-8-2 0-5-11 4-7-13 46.112 o-b-k 3-3-12 4x8 7- 1.5x4 \7 4 3 22 6.00 12 3x4 r. 5 18 30 31 5x8 7 3x4 8-11-5 8-11-5 24 3x8 = Special 5x6 r 6 5 16 32 17 15 3x6 = 3x4 5x8 33 3x4 17-5-4 22-0-12 31-3-5 8-5-15 4-7-8 9-2-9 0-5-11 5x6 27 5x6 = 28 5x6 Scale = 1:69.7 14 13 12 4x4 3x12 MT2OHS II 4x10 = 32-2-4 35-6-0 0-10-1'5 3-3-12 N Plate Offsets (X,Y)-- (2:0-5-70-2 0). (5:0-1-12,0-1-8], (6:0-2-0,0-2-8 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 IRC20151TP12014 2,0-1-8j, (11:E ge,0-2-4], 03:0-2-40-1-12j, (17:0-2-8,0-1-8] CSI. TC 0.79 BC 0.92 WB 0.76 Matrix-M SH DEFL. in (loc) 1/defl L/d Vert(LL) -0.38 17-18 >999 360 Vert(CT) -0.54 17-18 >782 240 Horz(CT) 0.16 12 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 183 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except' 5-17,6-17,7-17,7-15,8-15,8-14: 2x4 HF No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=1759/0-5-8, 12=1740/0-5-8 Max Horz 2=140(LC 55) Max Uplift 2=-203(LC 10), 12=-188(LC 11) Max Gray 2=2253(LC 33), 12=2252(LC 33) BRACING - TOP CHORD Structural wood sheathing di-ectly applied, except end verticals, and 2-0-0 oc purlins (3-4-15 max.): 6-7, 9-10. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 5-17 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4209/351, 3-5=-3842/339, 5-6=-2791/304, 6-7=-2355/297, 7-8=-2572/285, 8-9=-2325/238,9.10=-1573/160,10-11=-1832/170,11-12=-2229/199 BOT CHORD 2-18=-367/3694, 17-18=-273/3067, 15-17=-136/2202, 14-15=-174/2334, 13-14=-161/1979 WEBS 3-18=-548/127, 5-18=-19/580, 5.17=-1028/160, 6.17=-17/605, 7-17=-67/400, 7-15=44/416, 8-14=-591/50, 9-14=0/710, 9-13=-1905/94,10-13=-37/566, 11-13=-163/2008 NOTES- (14) 1) Wind: ASCE 7-10; Vult=l lOmph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=42ps1; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 9) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=203, 12=188. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 426 Ib down and 124 Ib up at 17-11-10, and 194 Ib down and 91 Ib up at 21-9-8, and 216 Ib down and 97 lb up at 31-7-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. E'Ssection loads a• • lied to the face of the truss are notetl as front F or back ARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 ray. 10/03/2015 BEFORE USE. n valid for use only with MITekal connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members on y. Additional temporary and permanent bracing is always required for stability and to prevent collapse With possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI/ Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sule 312, Alexandria, VA 22314. my 10,2019 iTek' 250 Klug Circle Corona, CA 92880 [Job Truss *IJ1034975 1006 Truss Type California [Qty Ply Gary Sidhul/RE K6363014 Job Reference (optional) Truss Co, Sumner, WA 6.240 s Jun 6 2019 MiTek Indust-ies, Inc. Wed Jul 10 11:55:24 2019 Page 2 ID:G02uL)LDSskeNyYxehkkhyzGs7U-bZF8xXUoBEgBGdAcviA18Mmx2h1rGu7Go6oTnYyzTg1 14) All dimensions given in feet -inches -sixteenths (FRISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-6=-66, 6-7=66, 7-9=66, 9-10=-66, 10-11=-66, 12-19=-14 Concentrated Loads (lb) Vert: 7=-95 25=-327(B)29=-117 WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev. 10103/201S BEFORE USE. 13esgn valid for use only wdh MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the Wilding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stabirdy and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSb'TPN Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. MiTek' 250 Klug Circle Corona, CA 92880 (Job J1034975 !Truss 007 (Truss Type is Qty Ply 1 Gary Sidhu//RE K6363015 Job Reference (optional) Truss Co, Sumner, WA 1 -2-0-0 6-11-5 2-0-0 I 6-11-5 4x5 = 8-0-11 6$11 1.5x4 22 5x6 = 6 8.240 s Jun 8 2019 MiTek industries, Inc. Wed Jul 10 11:55:26 2019 Page 1 ID:G02uLjLDSskeNyYxehkkhyzGs7U-YyNvMDV2jswvVxK717CVEnrHPVl2knnZGQHasRyzTq? 34-2-4 13-4-3 19-9-0 26-6-3 33-3-5 33r6,9 �460 6-4-13 6-4-13 6-9-3 655hh h 3.12 6.03 112 3x4 - 2 5 3x6 — 17 24 25 16 15 26 3x4 = 3x8 = 3x6 = 26-6-3 9-7.4 3x4 -- 23 7 14 3x4 = 33-3-5 6-9-3 a5-11 5x8 = 5x8 = 5x6 8 13 12 4x5 II 3x4 II 4x5 i1 35-6-0 2 1 I a a 1-3-12 Scale = 1:76.8 X,Y)-- [5:0-1-120-1-8] [7:0-1-12 0-1-8j, [8:0-5-12 0-2-0),19:0-4-0,0-1-0], [10:Edge,0-2-4), [11:Edge,0-3-8], [12:0-2-4,0-1-1 21113:0-2-0,0-1-12], [14:0-1-12,0-1-8] 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 0.80 BC 0.74 WB 0.80 Matrix-MSH DEFL. in (loc) I/defl Ud Vert(LL) -0.26 16-17 >999 360 Vert(CT) -0.42 14-16 >999 240 Horz(CT) 0,10 11 n/a n/a PLATES GRIP MT20 185/148 Weight: 173 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 6-8: 2x4 DF No.1&Btr BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 5-17,5-16,6-16,7-16: 2x4 HF No.2 REACTIONS. (Ib/size) 2=1551/0-5-8, 11=1429/0-5-8 Max Herz 2=150(LC 51) Max Uplift 2=-144(LC 10), 11=-107(LC 11) Max Gray 2=1551(LC 1), 11=1735(LC 31) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (4-10-2 max.): 8-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7,16 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2638/216, 3-5=-2441/240, 5-6=-1733/200, 6-7=-1472/187, 7-8=-2092/125, 8-9=-1179/76, 9-10=-718/62, 10-11=-1716/111 BOT CHORD 2-17=-254/2284, 16-17=-145/1772, 14-16=-67/1746, 13-14=-79/1104, 12-13=-60/770 WEBS 3-17=-395/142, 5-17=-73/575, 5-16=-738/191, 6-16=-95/1007, 7-16=-733/131, 8-14=29/732, 8-13=-1629/151, 9-13=-108/1698, 9-12=-1392/79, 10-12=-96/1545 NOTES- (12) 1) Wnd: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL .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 23.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0ps(. 8) Alt bearings are assumed to be HF No.2 crushing capacity of 405 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 2=144, 11=107. 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) 119 Ib down and 82 Ib up at 33-11-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard Continued on one 2 t�WARNING - Verify design parameters and READ NOTES ON rHIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 rev. 189312015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component, not a buss system. Belpre use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budcrng of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. Far general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPlf Qualify Criteria, DSB-89 and SCSI Building Component Safetylnformetion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. July 10,2019 'Job Truss 'J1034975 D07 !Truss Type y Ply 1 Gary Sidhul(RE K6363015 Truss Co, ICalifomia Job Reference (optional) Sumner. WA 8 240 s Jun 8 2019 MiTek Industnes, Inc. Wed Jul 10 11:55:26 2019 Page 2 ID:G02uLjLDSskeNyYxehkkhyzGs7U-YyNvMDV2jswvvVxK?17CVEnrHPVI2knnZGQHasRyzTq? LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pll) Vert: 1-6=-66, 6-8=-66, 8-9=-66, 9-10=-66, 11-18=-14 Concentrated Loads (lb) Vert: 9=-20 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/I-7473 rev. 7042/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Crfterle, OSB-89 end BCSI Building Component Safely Informef/on available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss !Truss Type Qty Ply (Gary Sidhut/RE K6363016 "IJ 1034975 Truss Co, Sumner, WA D08 5x10 4-1-8 5-772 4-1-8 .5-10 6x10 6x10 - 18 17 Special 4x5 I I 402 MT1BHS II !Common Girder 10-3-12 4-8-10 { 6.00 12 1 jJob Reference (optional) 8240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:55:27 2019 Page 1 I D: G02u LIL D SskeNyYxehkkhyz Gs7 U-08w HaZWg L192m74vO bgjkm_OVKv6bTGjj U4170tyzTq_ 15-0-6 19-9-0 24-10-13 30-0-11 ...._35-6-0 4-8-10 4-8-10 5-1-13 { 5-1-13 5-5-5 i 4x4 5x6 = 6 3x4 3x4 16 15 22 14 13 23 12 11 5x6 = 4x5 = 6x6 4x8 = 4x5 = 4,6 = 4x5 3x4 II 4-1-8 5-7-2 10-3-12 15-0-6 19-9-0 24-10-13 30-0-11 35-6-0 4-1-8 1-5-1C1+�- 4 B 10 -.�. 4-6-10 _-+- 4-8-10 5-1-13 5-1-13 { 55-5 Scale a 1:72.9 Plate Offsets (X,Y)-- [1:0-3-13,0-2-13], [2:0-1-12,0-2-0], [3:0-2-8,0-3-0], [4:0-1-0,0-2-0], [5:0-1-12,0-2-0], [7:0-1-12,0-1-8], [8:0-1-12,0-1-81, [10:0-2-4,0-1-8], [17:0-2-4,0-1-12], [18:0-6-4,0-2-01 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 Incr NO Code IRC2015/TP12014 CS!. TC 0.60 BC 0.66 WB 0.63 Matrix-MSH DEFL. in (loc) I/defl Ud Vert(LL) -0.16 16-17 >999 360 Vert(CT) -0.25 16-17 >999 240 Horz(CT) 0.04 10 n/a n/a LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x8 DF SS WEBS 2x4 HE Stud *Except* 5-15,5-13,6-13,7-13: 2x4 HF No.2, 2-18: 2x8 OF SS REACTIONS. (Ib/size) 1=8015/0-5-8, 10=2230/0-5-8 Max Horz 1=123(LC 7) Max Uplrft 1=-598(LC 10), 10=-151(LC 11) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-15840/1183, 2-3=-12508/946, 3-4=-6921/535, 4-5=-4414/367, 5-6=-2970/277, 6-7=-2978/289, 7-8=-3036/241, 8-9=2675/189, 9-10=-2154/165 BOT CHORD 1-18=-1136/14078, 17-18=-1136/14078, 16-17=-949/11727, 15-16=-486/6127, 13-15=-269/3885,12-13=-115/2646,11-12=-144/2328 WEBS 3-17=-341/5014,3-16=-6314/522,4-16=-218/3195,4-15=3280/317,5-15=-183/2357, 5-13=2486/277, 6-13=-190/2282, 7-13=-321/197, 7-12=-291/87, 8-12=-30/499, 8-11=805/98, 9-11=-125/2398, 2-18=-436/5387, 2-17=4635/379 PLATES GRIP MT20 185/148 MT18HS 220/195 Weight: 724 Ib FT = 20% Structural wood sheathing directly applied or 4-8-2 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (13) 1) Special connection required to distribute web loads equally between all plies. 2) 3-ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 4 rows staggered at 0-4-0 oc. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated, 4) Wind: ASCE 7-10; Vuh=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MVVFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 6) Unbalanced snow loads have been considered for this design. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) " This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 91 between the bottom chord and any other members, with BCDL = 7,0psf. 10) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 1=598, 10=151. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 7435 Ib down and 553 Ib up at Cont*dee on bGCer2 chord. The design/selection of such connection device(s) is the responsibility of others. ARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1-7473 rev. 10/03ffi015 BEFORE USE. Dastgn valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is atways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIf Quality Criteria, DSB-89 end SCSI Building Component Safafylnformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Krug Circte Corona, CA 92880 Job iTruss Truss Type ty Ply Gary SidhuHRE 1.11034975 Truss Go, iD06 Sumner, WA Common Girder 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.16, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-66, 6-9=-66, 1-10=-14 Concentrated Loads (Ib) Vert: 18=-7435(F) Job Reference (optional) K6363016 8 240 s Jun 82019 MiTek Industries, Inc. Wed Jul 10 11:55:28 2019 Page 2 10:GC2uLABSskeNyYxehkkhyzGs7U-UKUtnyX1FTAdIETO8YEzJCxg4ISgqzsjkmbyKyzTpz WA RNWG Verify design parameters and READ NOTES ON THIS AND INCLUDED IIIITEK REFERENCE PAGE M11-747.3 rev. 10/017015 BEFORE USE. Design valid for use only with MrfekeS connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is la prevent buckling of individual truss web and/or chord members onh Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Duality CrIter1e4 DEB-89 and SCSI Building Component Safety Informedlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Corona, CA 32880 Job 4975 russ 9 Truss Type ommon Qly 2 Ply 1 Gary Sidhu//RE K6363017 Truss Co, Sumner, WA 6x6 Job Reference (optioTial) 8.240 s Jun 8 2019 MITelc Indust-les, Inc. Wed Jul 10 11:55:28 2019 Page 1 ID:GO2uLjLDSskeNyYzehkkhyzGs7U-UKUfnyXIFTAdIETOBYEzJCxaKIVgColsjkmhvKyzTpz B-0-4 15-9-0 23-4-4 31-3-D 11 3x4 II 8-0-4 7-8-12 7-7-4 7-10-12 8-0-4 6.00 112 3x4 2 4x5 = 14 8 15 10 9 4x4 = 15-9-0 3x8 = 3x6 = 23-4-4 3x4 4 7 4x4 = 31-3-0 6x6 717 6 3x4 II 8-0-4 7-8-12 7-7-4 7-10-12 Scale'-• 1.621 ult Plate Offsets (X,Y)-- [1:Edge, 1-12], [2:0-1-12,0-1-81, [3:0-2-8,0-2-8], [4:0-1-12,0-1-8], [5:Edge,0-1-12], [7:0-1-12,0-1-12], [10:0-1-12,0-1-12] 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 YES Code IRC2019/TPI2014 CS I. TC 0.97 BC ' 0.48 WB 0.26 Matrix-MSH DEFL. in (loc) 1/dell Lid Vert(LL) -0.11 9-10 >999 360 Vert(CT) -0.19 10-11 >999 240 Horz(CT) 0.04 6 n/a n/a LUMBER - TOP CHORD 2x4 HF No2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* 2-10,4-7,1-11,5-6: 2x4 HF Stud REACTIONS. (lb/size) 11=1238/0-5-8, 6=1238/Mechanical Max Horz 11=125(LC 7) Max Uplift 11=-88(LC 10), 6=-87(LC 11) PLATES GRIP MT20 185/148 Weight: 147 Ib FT = 20% BRACING. TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. VVEBS 1 Row at midpt 2-9, 4-9 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1535/121, 2-3=-1235/148, 3-4=-1233/150, 4-5=-1501/117. 1-11=-1186/116, 5-6=-1187/114 BOT CHORD 9-10=-110/1283, 7-9=-64/1254 VVEBS 2-9=-449/142, 3-9=-32/575, 4-9=-420/138, 1-10=-39/1233, 5-7=-40/1220 NOTES- (9) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat, II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B: Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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 WIlfit between the bottom chord and any other members, with BCDL = 7.0psf. 6) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 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) 11, 6. 9) All dimensions given in feel -inches -sixteenths (FFIISS) format, July 10,2019 WARNING - Verily design paramoiers and READ NOTES ON THIS AND INCLUDED INITEK REFERENCE PAGE M1111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with AliTeldS connectors. This design is based only upon parameters shovm, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is lo prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stabiKrly and to prevent collapse whh possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and RCS' Building Component Safely/Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Mil MiTek' 250 Klug Circle Corona, CA 92880 'Job 1J1034975 Truss D10 'Truss Type 'Common y 'Ply iGary SIdhu//RE 1 K6363018 Truss Co, Sumner, WA -2-0-0 6-11-5 2-0-0 6-11-5 4x5 = 3x6 Job Reference (optional) 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:55:29 2019 Page 1 ID: G02uLjL0 SskeNyYxehkkhyzGs7U-yX217EYwDnIUM02aiFmCrPTofijgxE i0y0WESmyzTpy 13-4-3 19-9-0 l 27-4-4 i 35-3-0 6-4-13 6-4-13 7-7-4 7-10-12 3x4 = 6.00 112 9-1-12 19-9-0 9-1-12 10-7-4 5x6 = 3x6 3x8 27-4-4 7-7-4 3x6 = 6x6 10 9 3x4 I 7-10-12 Scale = 1:67.8 Plate Offsets (X,Y)-- [5:0-1-12,0-1-8], [7:0-1-12,0-1-8], [8:Edge,0-1-12], [10:0-2-4,0-1-8] 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 Inc; YES Code IRC2015/TP12014 CSI. TC 0.80 BC 1.00 WB 0.34 Matrix-MSH DEFL. in (lac) 1/defl Vert(LL) -0.54 11-13 >784 Vert(CT) -0.79 11-13 >536 Horz(CT) 0.09 9 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 158 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 HF No.2 *Except' 6-8: 2x4 DF No.1&Blr 2x4 HF No.2 2x4 HF No.2 *Except' 3-13,7-10,8-9: 2x4 HF Stud REACTIONS. (Ib/size) 2=1540/0-5-8, 9=1400/Mechanical Max Horz 2=146(LC 14) Max Uplift 2=-142(LC 10), 9=-89(LC 11) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2619/208, 3-5=-2385/219, 5-6=-1491/155, 6-7=-1517/171, 7-8=-1729/122, 8-9=-1347/118 BOT CHORD 2-13=-246/2267, 11-13=-144/1744, 10-11=-68/1458 WEBS 3-13=-398/144, 5-13=-43/607, 5-11=-792/186, 6-11=-62/874, 7-11=-404/143, 7-10=-295/79, 8-10=-47/1434 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 1-4-12 oc bracing: 11-13. 1 Row at midpt 5-11, 7-11 NOTES- (10) 1) Wmd: ASCE 7-10; Vint=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 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.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 7) Ail bearings are assumed 10 be HF No.2 crushing capacity of 405 psi. 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) 9 except (jt=lb) 2=142. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/ar chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 end SCSI Building Component Safety Information available from Truss Plate Institute, 218 N_ Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Kiug Circle Corona, CA 92880 1Job !Truss Truss Type California Girder Qty Ply Gary Sidhut/RE K6363019 •J1034975 11:111 Truss Co, Sumner. WA -2-0-0 2-0-0 4x5 5-7-2,7 10-3-12 4-8-10 3x67 3x4 4 2x4 r 1 4x4 15-0-6 4-8-1P 4x4 Job Reference (optional) 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:55:31 2019 Page 1 10:GO2uLiLDSskeNyYxehkkhyzGs7U-uvAoPwZBYCYCciCyqgogxciZE7VVZnP3VIPPLWeyzTpw 33-11-12 19-9-0 2 4-8-10 3-10-4 27-11-9 l 32-0.13 C 4-1-4 4-1-4 4,1-4 -4-3-192 ;5--33--4° i 0-7-3 5x6 = 7 29 19 20 18 4x8 = 4x8 31 1.5x4 11 9 5x8 = 27 566 12 4x5 10 13 17 16 15 14 3x4 II 4/r8 = 2x4 II 5x8 = 5-7-2 10-3-12 15-0-5 19-9-0 27-11-9 5-7-2 4-8-10 4-8-10 4-8-10 8-2-9 32-0-13 i,313-111 -12 315-3:0 4-1-4 0.1534 Scale 1:70.7 4 Plate Offsets (X,Y)-- [3:0-1-12,0-1-8], [5:0-1-12,0-1-8], [6:0-1-12,0-1-81, [8:0-1-12,0-1-8], [10:0-2-12,0-2-8], [13;0-2-8,0-1-8], [15:0-4-0,0-2-4] LOADING (psf) TCLL 25.0 (Roof Snow=25,0) TCDL 8.0 BCLL C.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 0,42 BC 0.32 '.NB 0.64 Matrix-MSH DEFL. in (loc) I/defl L/d Vert(a) -0.13 20-21 >999 360 Vert(CT) -0.21 20-21 >999 240 Horz(CT) 0.05 14 n/a n/a PLATES GRIP MT20 185/148 Weight: 226 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud *Except* 6-20,6-18,7-18,8-18,8-17: 2x4 HF No.2 REACTIONS. (Ib/size) 2=1542/0-5-8, 14=1456/Mechanical Max Horz 2=160(LC 7) Max Uplift 2=-144(LC 10), 14=-100(LC 11) Max Grav 2=1542(LC 1), 14.1742(LC 31) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 10-11. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. VVEBS 1 Row at midpt 6-18, 8-18, 8-17 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2739/213, 3-5=-2316/199, 5-6=-1884/185, 6-7=-1470/168, 7-8=-1509/181, 8-9=-1947/177, 9-10=-1932/112, 10-11=-468/51, 11-13=-550/53, 13-14=-1552/85 BOT CHORD 2-22=-260/2392, 21-22=-260/2392, 20-21=-180/2009, 18-20=-1D4/1625, 17-18=-45/1524, 16-17=-86/1265, 15-16=-86/1261 WEBS 3-21=-447/93, 5-21=-6/316, 5-20=-566/112, 6-20=-49/457, 6-18=-783/158, 7-18=-97/983, 8-18=-595/134, 8-17=-62/269, 9-17=-492/108, 10-17=-11/545, 10-15=-1727/96, 13-15=-74/1333 NOTES- (13) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4,8psf; BCDL=4.2psf; h=258; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; C1=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1,00 times flat roof load of 25,0 psf on overhangs non -concurrent with other live loads. 5) 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, with BCDL 7.0psf. 8) All bearings are assumed to be HF No.2 crushing capacity of 405 psi, 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 14 except gt=lb) 2=144. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 107 Ib down and 61 Ib up at 33-11-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. Katz iaandard July 10,2019 WARNING.. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A111-7473 rev. 10103/2015 BEFORE USE. Design valid for use only wan Mire/a/connectors. TM design is based only upon parameters shown, and is for an indiWdual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualify Criteria, DSB-89 end BCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Slide 312, Alexandria, VA 22314, Mil MiTek' 250 Klug Circle Corona, CA 92880 Job IJ1034975 'Truss !Truss Type Qty ,California Girder Ply Gary Sidhu//RE K6353019 Truss Co, Sumner, WA LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-66, 7-10=-66, 10-11=-66, 11-12=-66, 11-13=66, 2-14=-14 Concentrated Loads (lb) Vert: 11=-18 Job Reference (optional) 8.240 s Jun 8 2019 MITek Industries, Inc. Wed Jul 10 11:55:31 2019 Page 2 ID: G02uLjLDSskeNyYxehkkhyzGs7U-ueAoPwZBYOYCciCyggogxgZE7WZnP3VIPi?LWeyzTpw WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of iededdaal truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIf Quality Criteria, DSB-B9 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. 250 Kiug Circle Corona, CA 92880 Job ,Truss Truss Type lot), Ply !Gary SidhuHRE K6363020 J1034975 ID12 TrussCo, Sumner, WA -2-0-0 , 2-0-0 5x8 6-3-8 6-3-B 24 1.5x4 Califomia 4x8 12-0-8 5-9-0 20 6.00 112 3x4 5 25 3x4 = 1 Job Reference (optional) 8.240 s Jun 8 2019 MiTek Industries. Inc, Wed Jul 10 11:55:33 2019 Page 1 ID:GO2uLjLDSskeNyYxehkkhyzGs7U-q11YqcbR4?ptir?ItALx5q80FeU3J6Htx?btOL/SbXyzTpu 20-0-0 32-9-4 17-9-8 18-3-6 , 25-0-11 i 30-1-5 35-3-0 11'151.1 1 I I 5-9-0 0-.0 1-8-8 ' 5-0-11 5-0-11 -3-12 3-2-12 0-7-3 Scale = 1:70.2 15x6 = 5x6 = 5x6 = 7 26 31 32 19 18 17 4x4 =3x8 = 4x8 = 3x4 9 27 16 3x4 = 28 5x8 = 5,11 10 5x6 ,11.` 12 15 14 13 3x12 MT2OHS II 4x5 11 4x5 = 9,2-0 17-9-8 18-3,8 25-0-11 , 30-1.5 32-0-4 35-3-0 , 9,2-0 8-7-8 0-6-0 8-9,3 5-0-11 11-10-15 3-2-12 Plate Offsets (X,Y)-- [2:0-4-7,0-2-8], [5:0-1-12,0-1-8], [6:0-3-0,0-2-7], [7:0-2-8,0-3-0], [9:0-1-12,0-1-8], (10:0-5-4,0-2-0), [11:0-4-4,0-1-41, [12:Edge,0-2-41, [14:0-2-0,0-1-8], [15:0-2-0,0-1-12] 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 YES Code IRC2015(TP12014 CSI, TC 0,77 BC 0.90 VVB 0.77 Matrix-MSH DEFL. in (loc) l/defl Ud Vert(LL) -0.42 19-20 >999 360 Vert(CT) -0.58 19-20 >724 240 Horz(CT) 0,14 13 n/a nla PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 196 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 6-7: 2x6 DF SS except end verticals, and 2-0-0 oc purlins (3-11-7 max.): 6-7, 10-11, BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. VVEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 5.19, 7-18, 9-18 5-19,6-19,7-18,8-18,9-18,9-16: 2x4 HF No.2 WEDGE Left: 2x4 SP No.3 REACTIONS, (lb/size) 2=1540/0-5-8, 13=1400/Mechanical Max Horz 2=161(LC 9) Max Uplift 148(LC 10), 13=-99(LC 11) Max Grav 2=2134(LC 35), 13=2065(LC 35) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3948/230, 3-5=-3578/217, 5-6=-2515/178, 6-7=-2090/183, 7-8=-2312/219, 8-9=-2195/191, 9-10=-2482/149, 10-11=-1925/114, 11-12=-1449/95, 12-13=-2041/108 BOT CHORD 2-20=-271/3461, 19-20=-172/2819, 18-19=-60/2090, 16-18=-60/2128, 15-16=-90/1877, 14-15=-73/1323 WEBS 3-20=-556/130, 5-20=-24/602, 5-19=-1057/163, 6-19=-37/700, 7-18=-1029/137, 8-18=-159/1578, 9-18=-457/114, 10-16=-23/367, 10-15=-1560/84, 11-15=-60/1709, 11-14=-1253/76, 12-14=-74/1784 NOTES- (14) 1) VVincl: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCD1.=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MVVFRS (envelope) gable end zone; cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat 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 111 between the bottom chord and any other members, with BCDL = 7.0pst. 9) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 13 except (jt=lb) 2=148. 474ittemskoribmdiry 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 REA!) NOTES ON 77-05 AND iNCLUDEO MITEK REFERENCE PAGE 10)1-7473 rev, 10/03/20 IS BEFORE USE, Design valid for use only with MITekdri connectors, This design is based only upon parameters shown, and is for an individual building component, no! a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of indhridual truss web andror chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSLTEN1 Quality Criteria, DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. July 10,20 9 1•111111/111. iTek 250 Klug Circle Corona, CA 92990 ',Job Truss Truss Type rutty Ply Gary Sidhu//RE K6363020 J1034975 1312 California ,1 1 1 Job Reference (optional) Truss Co, Sumner, WA 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10' 1:55:34 2019 Page 2 ID:G02uLjLDSskeNyYxehkkhyzGs7U-JUsw2yba JxmT9xXVoLNYTBfpjSWc0F15gD77zyzTpt NOTES- (14) 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 98 Ib down and 65 Ib up at 31-9-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-66, 6-7-66, 7-8=66, 8-10=-66, 10-11=-66, 11.12=-66, 13-21-14 A WARNING - Verily design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, OSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. MiTek- 250 Klug Circle Corona, CA 42880 Job !Truss J1034975 1013 Truss CO, SJmner, WA ; '2-0-0 2-0-0 4x6 = 82.0 8-2-0 Truss Type Califomia 15-98 7.7-8 6.00 112 3x6 4x4 4 Qty Ply Gary Sidhu//RE 1 Job ReferenceSoptional) K6363021 8,240 s Jun 9 2019 MiTek Industries, Inc. Wed Jul 10 11:55:36 2019 Page 1 I0G02 Ji.ILDSskeNyYxehkkhyzGs7U-FtzhTedJMwBUiT5wcDOrduG_BXAU4K521_166syzTpr 30-0-4 1634 20-0-0 . 24-0-11 • 28-1-5 29-5.1 35-3-0 06-0 3-8-8 4-0-11 4-0-11 5x8 = 5x6 7 26 5-2-12 3x4 5x6 0-7-3 5x6 6x6 Scale = 1:70.8 16 30 31 19 8 17 15 14 13 12 1.5x4 II 4x4 = 3x6 n-i' 4x8 = 3x4 = 4x8 = 3x12 MT2OHS II 1.5x4 I I 8-2-0 15-9-8 16-, 3/8 20-0-0 28-1-5 30-0-4 35-3-0 8-2-0 7-7-8 0-'6-0 3-8-8 8-1-5 11-10-15 5-2-12 Plate Offsets (017 [80-12, -81, [10.02- ,0-2-8]J1:Ed 1-121,11 0-1-8,0-1-81, [180-1-12,0-2-0 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/TP12014 CSI, TC 0.85 BC 0.74 VVB 0.68 Matrix-MSH DEFL. in (loc) Udefl L/d Vert(LL) -0.26 14-15 >999 360 Vert(CT) -0.38 14-15 >999 240 Horz(CT) 0.12 12 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 200 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except* 4-5,1-4: 2x4 DF 2400F 2,0E, 5-6: 2x6 OF SS BOT CHORD 2x4 HF No.2 *Except* 2-16: 2x4 DF No.1&Btr WEBS 2x4 HF No.2 *Except* 3-19,9-14,9-13,10-13,11-12,11-13: 2x4 HF Stud REACTIONS. (lb/size) 2=1540/0-5-8, 12=1400/Mechanical Max Horz 2=162(LC 9) Max Uplift 2=ii150(LC 10), 12=-99(LC 11) Max Grav 2=2209(LC 35), 12=2084(LC 35) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-10 oc purlins, except end verticals, and 2-0-0 cc purlins (4-2-13 max.): 5-6, 9-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. VVEBS 1 Row at midpt 3-18, 6-15, 8-15, 8-14, 9-13 FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3964/221, 3-5=-2856/184, 5-6=-2351/199, 6 7= 2195/184, 7-8=-2213/194, 8-9=-2334/174, 9-10=-1576/119, 10-11=-1888/122, 11-12=-2044/117 BOT CHORD 2-19=-249/3425, 18-19=-249/3425, 17-18=-103/2351, 15-17=-105/2354, 14-15=-55/2072, 13-14=-79/2030 WEBS 3-19=0/292, 3-18=-1215(168, 5-18=0/525, 6-17=-144/268, 6-15=-1121/167, 7-15=-120/1468, 8-15=-445/134, 9-14--37/283, 9-13=-1437/51, 10-13=-24/417, 11-13=-67/1816 NOTES- (14) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCOL=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) 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 2343psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 9) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12 except (jt=lb) 2=150. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 Ib down and 66 Ib up at iontAtitidibilaratpsiZhord. The design/selection of such connection device(s) is the responsibility of others. A. WARNING., Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev, 10/03/2015 BEFORE USE, Design valid for use only with Mit eldita connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Ls to prevent buckling of individual truss web end/or chord members only. Ad48lonal temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Inisses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 end BCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. July 10,2019 Mil MiTek' 250 Klug Circle Corona, CA 92880 Job J1034975 !Truss Type D13 1Califomia 'oty Ply (Gary Sidhu//RE 1 Job Reference (optio-lal) K636302 Truss Co, Sumner, WA 8.240 s Jun 5 2019 MiTek Indust ies, Inc. Wed Jul 10 11155:36 2019 Page 2 ID:GO2uL)LDSskeNyYzehkkhyzGs7U-FtzhTedJMw5UiT5wcDOrduG_BXAU4K52Z_i6BsyzTpr 14) 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: 1.5=-66, 5-6 —66, 6-7=-66, 7-9=-66, 9-10=-66, 10-11=-66, 12-20=-14 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rse. 10/03/2015 BEFORE USE, Designvalid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, nol a truss system. Before use, the building designer must verily the appricabilrly of design parameters and progeny incorporate this design into the overall building design. Bracing indicated is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TRH Quality Criteria, D5B-89 arid SCSI Building Component Safetylnfumrafion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 ,Job Truss Truss Type Qty Ply Gary Sidhui/RE 7 Truss Co, ID14 Sumner, WA -2,0-0 I 7-2-0 2-0-0 7-2-0 3x10 = 6.03 12 3x4 1.5x4 II aiiromia 13-9-8 6-7-8 K6363022 Job Reference (optional) 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:55:38 2019 Page 1 ID:G02uL]LDSskeNyYxehkkhyzGs7U-8G5R1Jfau.YRCynEJkeQJIJLJOKnAYIeK0I5DGkyzTpO 28-0-4 20.0-0 26-1-5 7-5-1 ; I 35-3-0 5-8-8 6-1-5 1-3-12 7-2-12 0-7-3 24 5x6 5x8 7 17 16 28 15 ,14 4x4 = 3x6 = 4x8 = 1.5x4 II 25 29 5,8 = 5x8 Zb 13 12 1 5x4 I I 4x8 = 7-2-0 13-9-8 14 3�8 20-0-0 26-1-5 28-028-0-435-3-0 7-2-0 6-7-8 0�.1 5-8-8 6-1-5 11-10-15i 7-2-12 1 6x6 = 11 3x12 MT2OHS II Scale = 1:70.2 Plate Offsets (X,Y)-- [2:0-10-4,0-0-14], [3:0-1-12,0-1-8], [4:0-3-0,0-2-7], [5:0-8-4,0-5-4], [8:0-2-12,0-3-0], [9:0-3-8,0-2-8], [10:0-2-12,0-2-0], [120-1-8,0-1-8] 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 0.86 BC 0.98 WB 0.42 Matrix-MSH DEFL. in (loc) 1/deft Vert(LL) -0.25 16 >999 Vert(CT( -0.34 14-16 >999 Horz(CT) 0.14 11 n/a Lid 360 240 n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight: 203 Ib FT = 20% LUMBER• TOP CHORD BOT CHORD WEBS 2x4 DF No.1 &Btr *Except* 4-6: 2x6 DF SS, 5-7,8-9: 2x4 HF No.2, 9-10: 2x4 DF 2400F 2.0E 2x4 HF No.2 2x4 HF No.2 *Except* 3-18,4-17,5-16,8-13,8-12,9-12: 2x4 HF Stud REACTIONS. (lb/size) 2=1553/0-5-8, 11=1448/Mechanical Max Horz 2=162(LC 9) Max Uplift 2=153(LC 10), 11=-98(LC 11) Max Gray 2=2305(LC 35), 11=2139(LC 35) BRACING - TOP CHORD BOT CHORD WEBS JOINTS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4079/228, 3-4=-3113/201, 4-5=-2557/207, 5-7=-2282/181, 7-8=-2274/196, 8-9=-1812/139, 9-10=-2202/140, 10-11=-2089/124 BOT CHORD 2-18=-263/3518, 17-18=-263/3518, 16-17=-141/2608, 14-16=-141/2608, 13-14=-72/2119, 12-13=-72/2118 WEBS 3-17=-1029/140, 4-17=-22/595, 5-14=-1110/157, 6-14=87/1197, 6-7=-89/1256, 8-14=-401/111, 8-12=-1125/73, 9-12=-62/406, 10-12=-66/1902 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-7-2 max.): 4-6, 8-9. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 2-18. 1 Row at midpt 3 17, 5-14, 8-14, 8-12 1 Brace at Jt(s): 6 NOTES. (14) 1) Wind; ASCE 7-10; Vu8=liemph (3-second gust) Vasd=87mph; TCDL=4.8psi; BCDL=4.2psf; h=25ft; Cal. 11: 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 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, with BCDL = 7.0psf. 9) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 11 except (jt=lb) 2=153. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 159 Ib down and 66 Ib up at 27-5-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14) All dimensions given in feet -inches -sixteenths (FFIISS) format. July 10,2019 iV LR3L40*7 dl lUdIU ® WARNING - Verify design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE MI-7473 rev. TOM 312015 BEFORE USE Design valid for use only with Milekdb connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with posside personal injury and property damage. Far general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPit Quality Crtterta, DSB-89 and BCsI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug C1rde Corona, CA 92880 Job I J1034975 (D14 Truss Truss Type California Qty Ply 1 Gary Sidhul/RE K6363022 Truss Co, Job Reference (optiorali Sumner, WA 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:55:38 2019 Page 2 ID:G02uLjLDSskeNyYxehkkhyzGs7U-BG5RUJfauVR CynEJkeQJjJLJOKnAYIeKOIB DGkyzTpp 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, 5-7=-66, 7-8=-66, 8-9=-66, 9-10=-66, 11-19=-14 Concentrated Loads (lb) Vert: 26=-60 WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED a9TEK REFERENCE PAGE MIP7473 rev. 1010312015 BEFORE USE. Deelgn valid for use only with MiTekconnectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall buiWing design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. IJob J1034975 Truss D15 Truss Type Califomia y Ply Gary Sidhu//RE K6363023 Truss Co, Sumner, WA Job Reference (Ronal) 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:55:41 2019 Page 1 ID:GO2uLjLDSskeNyYxehkkhyzGs7U-bqnaVVLhSBTpnpEz1PnzOKxzoWsglZoniF0113yzTpm 26-0-4 -2-0-0 6-2-0 11-9-8 12r316 2D-0-0 241-5 1. 306-7 1 35-3-0 2-0-0 6-2-0 5-7-8 0-6-0 7-8-8 4-1-5 4-5-3 4-8-9 0.7-3 5x10 = 26 277 5x12 9*12 MT18HS 31 16 19 18 17 15 14 13 4x8 = 1.5x4 11 4x4 = 3x10 = 1.5x4 3x8 = 4x8 1.5x4 I I 5-2-0 11-9-8 12,3 6-2-0 5-7-8 Plate Offsets (X,Y)-- 12:0-3-11,0-1-141, [3:0-1-12,0-1-81, 4:0-7-7,0-1- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 30 4x6 32 33 20-0-0 24-1-5 26-0-4 35-3-0 --I 7-8-8 4-1-5 1-10-15 5-2-12 3x4 II 12 4*8 MT18HS Scale = 1:74.1 9 co :0-8-12,0-3-0 , [9:0-2-12,0-2-8], [10:0-2-4,0-1-12], [15:0-3-8,0-1-8],[18:0-1-12,0-2-0i SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC20157P12014 CSI. TC 1.00 BC 0.80 VVB 0.78 Matrix-MSH LUMBER - TOP CHORD 2x4 HF No.2 'Except* 5-7: 2x4 DF 2400F 2.0E BOT CHORD 2x4 HF No.2 *Except' 2-16: 2x4 DF No.1&Btr VVEBS 2x4 HF Stud *Except* 5-15,7-15,8-15,8-14,8-13,9-13; 2x4 HF No.2 WEDGE Left: 2x4 SP No.3 REACTIONS. (Ib/size) 2=1571/0-5-8, 12=1484/Mechanical Max Horz 2=162(LC 9) Max Uplift 2=-155(LC 10), 12=-96(LC 11) Max Grav 2=2408(LC 35), 12=2183(LC 35) DEFL. in (loc) 1/dell L/d Vert(LL) -0.32 15-17 >999 360 Vert(CT) -0.46 15-17 >917 240 Horz(CT) 0.13 12 n/a n/a PLATES GRIP MT20 185/148 MT18HS 185/148 VVeight: 206 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-9-12 max.): 4-6, 8-9. Except: 1 Row at midpt 5-6 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. VVEBS 1 Row at midpt 5 15,8-15, 8-13, 10-12 JOINTS 1 Brace at Jt(s): 6 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-4111/233, 3-4=-3392/217, 4-5=-2878/217, 5-7=-2357/177, 7-8=-2216/203, 8-9=-1904/151, 9-10=-2257/16D BOT CHORD 2-19=-276/3558, 18-19=-276/3558, 17-18=-177/2878, 15-17=-177/2878, 14-15=-60/2102, 13-14=-60/2103, 12-13=-89/1582 WEBS 3-18=-759/114, 4-18=-78/850, 5-17=-355/117, 5-15=-1193/164, 6-15=-68/1192, 6-7=-70/1216, 8-15=-424/114, 8-13=-833/98, 9-13=-40/580, 10-13=0/499, 10-12=-2439/122 NOTES- (15) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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) The Fabrication Tolerance al joint 4 = 16°i° 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 10) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12 except (p=lb) -0 taatirecin Dacte 2 July 10,2019 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MI1-74 73 rev. 70/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of incliWdual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSPTPII Qualify Crefedit OSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1111111.110 'Tek' 250 Klug Circle Corona, CA 92880 Job I 75 Truss D15 !Truss Type 'California Qty Ply 1 Gary Sidhu//RE K6363023 Job Reference (optional) Truss Co, Sumner, WA 6.240 s Jun B 2019 MiTek Indusaies, Inc. Wed Jul 10 11:55:41 2019 Page 2 ID:G02uLjLDSskeNyYxehkkhyzGs7U-bgnaWLhSBTpnpEztPnzoKxzoVYsglzgnjFQtt3yzTpm NOTES- (15) 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 213 Ib down and 64 Ib up at 25-5-14 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=l_15 Uniform Loads (plf) Vert: 1-4=-66, 4-5=66, 5-7=66, 7-8=-66, 8-9=-66, 9-11=-66, 12-20=14 Concentrated Loads (Ib) Vert: 29=-114 WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE, Design valid for use only with MTek® connectors. This design is based onty upon parameters shown, and is for an individual building component. not a truss system. Before use, the budding designer must verity the applicability or design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality CriteAa, DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA22314. 250 Klug Circle Corona, CA 92880 1Job Truss Truss Type Qty Ply Gary Sidhul/RE K6363024 1J1034975 1E01 Truss Co. Sumner, WA 1-8-4 1-8-4 6.00 112 1.5x4 II 2 21 5x8 MT18HS 4x4 JUS24 MUS26 Roof Special Girder 1 Job Reference opliolal 8.240 s Jun 8 2019 MiTelc. Industies, Inc. VVed Jul 10 11:55:45 2019 Page 1 ID:GO2uLjLDSskeNyYxehkkhyzGs7U-Uc04MiklfhJCHrHfec2yVn8Yg9CAhJYMd104OryzTpi 4-8-12 5-6-7 , 7-9-4 I 8-11-11 ,9-8-12 11-8-12 13-1-8 7, 13-8-12 15-8-12 1 -5-0 3-0-8 10-9-11 2-2-13 1-2-7 0-9-1 2-0-0 1-4-12 '0-7-4 2-0-0 1-B-4 8x16 27 28 20 JUS24 JUS24 3x8 II MUS26 MUS26 3x4 = 3x4 = 2x4 11 5 4 19 18 17 4 x6 = 3x8 4x8 11 JUS24 JUS24 JL210IF-TZ Special 2 4x4 = 8x12 = 6x8 = 16 15 14 4x10 II 2x4 II JUS24 4x8 II Special JUS24 Spedal Scale 131.3 6x6 I I 4x4 II 13 12 8x10 II 6x10 MT18MS = JUS24 Special 1-8-4 4-8-12 7-9-4 8-11-11 ,9-8-12 11-8-12 13-1-8 1 011 1,3-8-12. 15-8-12 17-5-0 1-8-4 3-0-8 3-0-8 1-2-7 0-9-1 2-0-0 1-4-12 '-7-4 2-0-0 1-8-4 Plate Offsets (X,Y)- [1:0-1-6,0-2-2), [7:0-1-12,0-1-12], [8:0-5-12,0-4-4], [9:0-2-12,0-2-0], [10:0-3-0,0-2-12], (12:Edge,0-2-01, [13:0-5-0,0-3-8], [14:0-4-0,0-1-4 [16:0-4-12 ,0-1-12], [17:0-4-8,0-2-0], [19:0-1-12,0-1-8], [20:0-4-8,0-1-8], [21:0-1-12,0-2-0] 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 NO Code IRC2015/TP12014 CSI. TC 0.73 BC 0.89 VVB 0.99 Matrix-MSH DEFL. in (loc) Udefl L/d Vert(LL) -0,20 18 >999 360 Vert(CT) -0.27 18 >755 240 Horz(CT) 0.08 12 n/a n/a PLATES GRIP MT20 185/148 MT18HS 185/148 Weight: 250 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.l&BIr 'Except' 3-11: 2x6 DF SS BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud 'Except" 11-12: 2x6 DF SS 5-18,8-15,4-19,6-17,7-16,8-16,9-14,10-13,10-12: 2x4 HF No.2 REACTIONS. (Ib/size) 1=7380/Mechanical, 12=9457/Mechanical Max Horz 1=69(LC 9) Max Uplift 1=-539(LC 10), 12=-672(LC 7) Max Grav 1.7449(LC 25), 12=9775(LC 24) BRACING - TOP CHORD BOT CHORD FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-12359/898, 2-3=-12176/925, 3-4=-15227/1136, 4-5=15550/1132, 5-6=-15550/1132, 67=-15622/1126, 7-8=-14257/1002, 8-9=-10876/749, 9-10=-5342/355, 10-11=-515/49, 11-12=-373/29 BOT CHORD 1-21=-851/10878, 20-21=-956/12149, 19-20=-928/11624, 18-19=-1160/15193, 17-18=-1160/15611, 1617=1031/14257, 15-16=-830/11556, 14-15=-830/11556, 13-14=-777/10876, 12-13=-382/5342 WEBS 3-20=-167/3002, 5-18=-352/16, 8-15=-17/352, 2-21=-271/520, 3-21=-1611/197, 4-19=1583/113, 3-19=-344/5257, 4-18=-27/840, 6-18=330/90, 7-16=-2426/223, 7-17=202/2219, 8-16=-422/5652, 9-14=-337/4920, 8-14=2953/230, 10-13=-570/8579, 9-13=8994/641, 10-12=-9759/673 Structural wood sheathing directly applied or 3-3-7 oc purlins, except end verticals, and 2-0-0 oc purlins (4-4-4 max.): 3-11. Rigid ceiling directly applied ar 10-0-0 oc bracing. NOTES- (19) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 1 row at 0-7-0 oc, 2x6 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc, Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 2-21 2x4 - 1 row at 0-4-0 oc, member 4-19 2x4 - 1 row at 0-4-0 oc, member 6-17 2x4 - 1 row at 0-6-0 oc, member 18-6 2x4 - 1 row at 0-6-0 oc, member 7-16 2x4 - 1 row at 0-3-0 oc, member 9-14 2x4 - 1 row at 0-6-0 oc, member 8-14 2x4 - 1 row at 0-6-0 oc, member 10-13 2x4 - 1 row at 0-3-0 oc, member 10-12 2x4 1 row at 0-7-0 oc. 2) All loads are considered equally applied to all pies, 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. ilikjeguidecitirisavatg drainage to prevent water pondino. July 10,2019 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED NIITEK REFERENCE PAGE NIII-7473 rev. TO/03/2015 BEFORE USE. Design valid for use only with MiTek09 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into The overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Misses and truss systems, see ANSII7P11 Quality Criteria, DS9-89 and BCSI Building Component Safety Information available from Truss Plate InstUute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. iTek 250 Klug Circle Corona, CA 92880 Ply Gary Sidhu//RE K6363024 IJob 'Truss 1J1034975 601 Truss Type IQ)/ Roof Special Girder 1 Job Reference ioptic7a1). Truss Co, Sumner, WA 8.240 s Jun 82019 MiTek Industries, Inc, Wed Jul 10 11:55:45 2019 Page 2 IDiG02uLILDSskeNyYkehkkhyzGs7U-UcO4MjkzFhJCHrHfec2yVneYg9CAhJYMdt040ryzTpi 2 NOTES- (19) 7) All plates are MT20 plates unless otherwise indicated, 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 10) At bearings are assumed to be HF No,2 crushing capacity of 405 psi. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 1=539, 12=672. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Use USP JUS24 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starling at 1-8-4 from the left end to 15-8-4 to connect truss(es) to front face of bottom chord. 15) Use USP MUS26 (With 6-10d nails into Girder & 6-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-11-4 from the left end to 5-11-4 to connect truss(es) to back face of bottom chord. 16) Use USP JL2101F-TZ (With 11-16d HDG nails into Girder & 6-10d x 1-1/2 HDG nails into Truss) or equivalent at 7-9-4 from the left end to connect truss(es) to back face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber. 18) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 310 Ib down and 188 Ib up at 5-7-2 on top chord. The design/selection of such connection device(s) is the responsibility of others. 19) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-11=-66, 12-22=-14 Concentrated Loads (Ib) Vert: 21=-1252(F-27, 6=-1224) 19=-1961(F=-233, B-1728) 17=-2283(F=-233, 6=-2051) 16=-2303(F=-233, B-2070) 14=-2358(F=-233, 6=-2125) 13=-2402(F=-233, 6=-2169) 25=-240 27=-1250(F=-26, 6=-1224) 28=-1412(F=-26, B=-1386) WARNING. Verity design parameters and READ NOTES ON THIS AND INCI..UDED /111TEK REFERENCE PAGE MIP7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with Mifekith connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate Ibis design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSLIP11 Quality Criteria, DS'B-89 and RCS, Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 'Job 1J1034975 Truss Fo1 Truss Type California Girder Qty 1 Ply 1 Gary Sidhu//RE K6363025 L Truss Co, Sumner, WA 0.11.12 1-9-7 0.11.12 0.9-11 6.00 112 5x8 Special 2 4x4 7- 9 10 4x4 = 3x4 II 17 JUS24 5-2-4 3-4-13 2-4 4-2.8 JUS24 2x4 II 13 18 8 19 3x10 = JUS24 Job Reference (optional) 8.240 s Jun 8 2019 MiTek Indus:.ries, Inc. Wed Jul 10 11:55:46 2019 Page 1 ID:G02uLjLDSskeNyYxehkkhyzGs7 U-yoaTZ21b0?R3v?srCKZB 1?gr?Zj0Qt9WsX7eYHyzTph 13,5.8 9-'-12 _ 12-&9 13-2-8 +� 3-"1-9 .13 0-7-15 041 Scale: 1/2 =1' 1 20 JUS24 3x4 7 21 4x4 = JUS24 22 JUS24 5 5x8 =- 6 3x4 I I Plate Offsets (X,Y)-- [2:0-4-0,0-2-0], [5:0-4-8,0-1-12], [7:0-1-12,0-1-8], [8:0-3-12,0-1-81, [9:0-1-12,0-2-0] 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 NO Code IRC2015/TP12014 CS I. TC 0.25 BC 0.15 WB 0.52 Matrix -MP DEFL. in (loc) I/defl L/d Vert(LL) -0.03 7-8 >999 360 Vert(CT) -0.05 7-8 >999 240 Horz(CT) 0.01 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 88 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HE No.2 'Except* TOP CHORD 2-5: 2x6 DF SS BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud REACTIONS. (lb/size) 10=989/Mechanical, 6=1043/Mechanical Max Horz 10=67(LC 7) Max Uplift 10=-185(LC 10), 6=-196(LC 7) Max Gray 10=1006(LC 25), 6=1126(LC 24) BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-364/73, 2-3=-1359/264, 3-4=-1359/264, 4-5=-1306/256, 1-10=-999/163, 5-6=-1089/220 BOT CHORD 8-9=-131/463, 7-8=-269/1306 WEBS 2-9=-778/203, 2-8=218/1089, 3-8=-548/201, 4-7=-665/226, 5-7=-267/1378, 1-9=-152/896 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals, and 2-00 oc purlins (6-0-0 max.): 2-5. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (15) 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=4.Bpsf; 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) Provide adequate drainage to prevent water ponding. 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) AU bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=Ib) 10=185, 6=196. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) 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 1-11-4 from the left end to 11-7-12 to connect truss(es) to back face of bottom chord, �dflttffitio cot Mgt where hanger is in dontacl with lumber. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCI.UDED MTEN REFERENCE PAGE Mn-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must vent' the applicability of design parameters and properly incorporate this design into the overall bullding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing o1 trusses and truss systems, see ANSI/TPII Quality Criteria, DS'B-19 and RCSI Building Component Sefetylnformafion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tel 250 Klug Circle Corona, CA 92880 (Job J1034975 Truss FO1 Truss Type (California Girder Qly Ply Gary SldhullRE K6363025 Job Reference {optional) Truss Co, Sumner, WA 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:55:46 2019 Page 2 I0:G02uLjLQSskeNyYxehkkhyzGs71J-yoaTZ21b0?R3v?srCKZ81?gr?Zj0Qt9WsX7eY HyzTph NOTES- (15) 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 175 Ib down and 113 Ib up at 1-10-2, 214 Ib down and 106 Ib up at 3-11-4, 195 Ib down and 110 Ib up at 5-11-4, 184 Ib down and 110 Ib up at 7-7-12, and 213 Ib down and 109 Ib up at 9-7-12, and 216 Ib down and 76 Ib up at 11-7-12 on top chord. The design/selection of such connection device(s) is the responsibjldy of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 15) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert 1-2=-66, 2-5=-66, 6-10=-14 Concentrated Loads (Ib) Vert: 11=-107(B) 12=-148 13=-126 14o-115 15=-144 16=-208 17=26(B) 18=-26(B) 19=-26(B) 20=-26(B) 21=-26(B) 22=-26(B) ARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MII.1473 rev, 10/0312015 BEFORE USE. 5e only with MiTek® connectors, This design is based only upon parameters shown, and is for an individual building component, not ss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall uilding desgn. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing is always required for stability and 10 prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and SCSI Building Component Safely information available from Truss Plate Instrute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Job .J1034975 (Truss Truss Co, Sumner, WA F02 3x4 I I Truss Type California 2-104 3-7-15 2-10-4 0-9-11 6.00 112 2-10-4 5x8 i Special 7 3x4 = Qty 1 1Ply IGary Sidhu//RE 1 Job Reference (optional K6363026 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:55:48 2019 Page 1 ID: G02uLjLDSskeNyYxehkkhyzGs7U-uBiD_I;mrYcin8J?EJIbf70m5IMMyus1 pJrckd9yzTpf 10-5-1 11-2-12 13-4-0 6-9-2 11-2-12 Special 5x6 6 3x8 = 2-1-4 13-4-0 5 3x4 II 2-10-4 8-4-8 2-1-4 Scale = 1:27.2 1 4 LOADING (psf) TCLL 25.0 (Root 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 I. TC 0.62 BC 0.37 WB 0.24 Matrix -MP DEFL. in (loc) I/defl Lid Vert(LL) -0.10 6-7 >999 360 Vert(CT) -0.18 6-7 >878 240 Horz(CT) 0.01 5 n/a n/a PLATES GRIP MT20 185/148 Weight: 72 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 2-3: 2x6 DF SS except end verticals, and 2-0,0 oc purlins (6-0-0 max.): 2-3. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 2-6 2-6: 2x4 HF No.2 REACTIONS. (Ib/size) 8=630/Mechanical, 5=655/Mechanical Max Horz 8=76(LC 7) Max Uplift 8=84(LC 10), 5=-97(LC 11) Max Gray 8=732(LC 28), 5=706(LC 28) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-539/59, 2-3=-363/59, 3-4=-435/60, 1-8=-736/80, 4-5=-729/83 BOT CHORD 6-7=-86/475 WEBS 2-7=-268/94, 3-6=-354/104, 1.7=-50/575, 4-6=63/633 NOTES- (13) 1) Wnd: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat root snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 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 at areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 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) 6, 5. 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) 145 Ib down and 54 Ib up at 3-10-1, 113 Ib down and 50 Ib up at 5-11-4, 124 Ib down and 54 Ib up at 7-7-12, and 102 Ib down and 33 Ib up at 9-7-12, and 77 Ib down and 55 Ib up at 10-5-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 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: 1-2=-66, 2-3=-66, 3-4=-66, 5-8=-14 Continued on oaae 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10103,7015 BEFORE USE. Design va114 for use only with MiTeklb connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building desgn. Bracing indicated is to prevent buckling of individual truss web and/or chord members any. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/77 H Qualify Criteria, DSB-89 and BCSI Building Component Salary Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. IMMI Iekt 250 Klug Circle Corona, CA 92880 Job J1034975 F02 Truss Truss Type California Qty PI Gary Sidhu//RE K6363026 Job Reference (optional) Truss Co, Sumner, WA 8,240 s Jun B 2019 MTek Indus?ries, Inc. Wed Jul 10 11:55:48 2019 Page 2 ID:G02uLjLDSskeNyYxehkkhyzGs7U-uBiD RmrYcin8J?EJIbf7Qm5IMMyuslpJrckd9yzTp1 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9=-46(B) 10=-48 11=-55 12=•93 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE M11-7473 rev. 10/01E015 BEFORE USE. Desgn valid for use only wrth MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and propety incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria„ VA 22314. 250 Klug Circle Corona, CA 92880 IJob J1034975 Truss J20 Truss Type Jack -Open iQty Ply Gary Sidh RE K6363027 Truss Co, Sumner, WA Plate Offsets (X,Y)-- [2:Edge,0-2-101_ 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 Incr YES Code IRC2015/TP12014 -2-0-0 2-0-0 ob Reference (,optional) 8.240 s Jun 8 2019 MiTek Indus Inc. Wed Jul 10 11:55:49 2019 Page 1 ID:GO2uLjLDSskeNyYxehkkhyzGs7U-MNObB4nTlwgemTaOlS7vfdlLjmnZdM_yYMMI9cyzTpe 1-10-15 1-10-15 2-0-0 2-0-0 CS I. TC 0.28 BC 0.03 WB 0.00 Matrix-P DEFL. in (loc) 1/dell Ltd Vert(LL) -0.00 2 >999 360 Vert(CT) -0.00 2-4 >999 240 Horz(CT) -0.00 3 n/a n/a Scale = 1:11.8 PLATES GRIP MT20 185/148 Weight: 8 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (lb/size) 3=-13/Mechanical, 2=284/0-5-8, 4=14/Mechanical Max Horz 2=50(LC 10) Max Uplift 3=-60(LC 16), 2=-52(LC 10) Max Grav 3=12(LC 6), 2=285(LC 17), 4=33(LC 5) 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 1-10-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (10) 1) Wnd: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1 .10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times fiat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withslanding 100 Ib uplift at joint(s) 3, 2. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE FAII-7473 re, 10/03/2015 BEFORE USE. Design valid for use only with MiTek09 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stabtily and to preverrl collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANBUTP11 Quality Crfferia, DSB-89 and SCSI Building Component Safety InfonnetIon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 256 Kfug Circle Corona, CA 92880 Job J1034975 Truss Co, Truss J21 Truss Type Jack -Open Qty 3 Sumner, WA -2-0-0 2-0-0 Ply Gary Sidhu//RE Jab Reference (optional) K6363028 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:55:57 2019 Page 1 I D: G02u Lj LD SskeNyYxehkkhyzGs7 U-8vkdtpNQNgVj i0yL8Gn_Jdi i?VRV_z701Ij R8yzTpW 2-0-0 3-10-15 2-0-0 1-10-15 2-0-0 2-0-0 m Scale = 1:17.0 Plate Offsets (X,Y)-- [2:Edge,0-2-10] 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 0.28 BC 0.03 WB 0.00 Matrix-P DEFL. in (loc) I/defl Vert(LL) -0.00 2 >999 Vert(CT) -0.00 2-4 >999 Horz(CT) -0.00 3 n/a L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 10 lb FT = 20e/ LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (lb/size) 3=89/Mechanical, 2=310/0-5-8, 4=14/Mechanical Max Horz 2=77(LC 10) Max Uplift 3=-38(LC 10), 2=-52(LC 10) Max Gray 3=106(LC 17), 2=316(LC 17), 4=33(LC 5) 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 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 at areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 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 lb uplift at joint(s) 3, 2. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. July 10,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev, 10/03/201.5 BEFORE USE. Qesign valid for use only welt MiTekrS connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must vent), the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members onty. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quetty Criteria, D$B-89 end BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job J1034975 Truss !Truss Type J22 k-Open Qty ly Gary Sidhu//RE K6363029 Ttuss CO, Sumner, WA Plate Otfsets,X,Y)-- [2;Edge,0-2-10] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 -2-0-0 2-0-0 2-0-0 2.0-0 2-0-0 2-0-0 Job Reference (optional) 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:56:04 2019 Page 1 I D: G02uljL D SSkeNyYxehkkhyzGs7 U-QGgG LCzum X}W3m EIF6uQm oOrtv1 pu3e8i97KUbB EyzTpP 5.10.15 _ 3-10.15 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015rTP12014 CS!. TC 0.57 BC 0.03 WB 0.00 Matrix-P DEFL. in (loc) 1/defl Ltd Vert(LL) -0.00 2 >999 360 Vert(CT) -0.00 2-4 >999 240 Horz(CT) -0.00 3 n/a n/a Scale = 1:22.2 10 PLATES GRIP MT20 185/148 Weight: 13 Ib FT = 20% LUMBER- TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (Ib/size) 3=168/Mechanical, 2=364/0-5-8, 4=14/Mechanical Max Horz 2=105(LC 10) Max Uplift 3=-66(LC 10), 2=-59(LC 10) Max Gray 3=203(LC 17), 2=374(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. 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 lefl 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.; C1=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1,00 times flat roof load of 25.0 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 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) 3, 2. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. July 10,2019 Tek' 250 Klug Circle Corona, CA 92880 Job J1034975 !Truss J23 Truss Type Jack -Open Qty Ply Gary Sidhu//RE K6363030 Truss Co, Sumner, WA 3x4 Job Reference (optional) 8.240 s Jun 8 2019 MTek Indust-ies, Inc. Wed Jut 10 11:56:10 2019 Page ID:GO2uLjLDSskeN yYxehkkhyzGs7U-FQ1 XbG 1 eMNTfnhhScM?g03g_zExT2s132NGxvOuyzTpJ 1-10-15 2,0-9 1-10-15 011-1 1-10-15 1-10-15 2-0-9 0.1- 1 fl Scale = 1:9.4 Plate Offsets (X,Y)-- [1:Edge,0-2-10] 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 I. TC D.05 BC 0,03 WB .0.00 Matrix-P DEFL. in (lac) Ildefl Ud 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: 5 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (lb/size) 1=75/0-5-8, 3=14/Mechanical, 2=61/Mechanical Max Harz 1=27(LC 10) Max Uplift 1=-1(LC 10), 2=-24(LC 10) Max Gray 1=75(LC 1), 3=33(LC 5), 2=61(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 2-0-0 ac purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 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) Al bearings are assumed to be HF No.2 crushing capacity of 405 psi. 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) 1, 2. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev, 70.113/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based any upon parameters shown, and is for an individual building component, not a Truss system. Before use, the building designer must verify the applicability of design pararneters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Qualify Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. July 10,2019 Tek 250 Klug Circle Corona, CA 92880 [Job J1034975 Truss Type Jack -Open Qty 1 Ply 1 Gary Sidhu//RE K6363031 Truss 1J24 Truss Co, Sumner, WA Plate Offset X,Y -- 1: d e,0-2-10 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 2-0-0 3x4 2-0-0 2-0-0 2-0-0 Job Reference (optional) 8 240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:56:11 2019 Page ID,G02uLjLDSskeNysfxehkkhyzGs7U-jcbypc2H7hb.WF'rGeA4VV3YGD5UeHinJR8cwhSxKyzTpl 3-1C05 1-10-15 Scale i= 1i14.5 a SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC20157P12014 CSI. TC 0.26 BC 0.03 WE 0.00 Matrix-P DEFL. in (loc) 1/defl Ud 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: 8 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 BOT CHORD REACTIONS. (lb/size) 1=139/0-5-8, 2=126/Mechanical, 3=14/Mechanical Max Horz 1=54(LC 10) Max Uplift 1=-12(LC 10), 2=-48(LC 10) Max Grav 1=140(LC 17), 2=129(LC 17), 3=33(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied nr 10-0-0 oc bracing. NOTES- (9) 1) Wind, ASCE 7-10; Vutt=110mph (3-second gust) Vasc1=87mph; TCDL=4,8psf; BCDL=4,2psf; h=25ft: Cat. 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 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 tit between the bottom chord and any other members. 6) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 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) 1, 2. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. July 10,2019 WARNING =, Verity design parameters and READ NOTES ON THIS AND INCLUDED IWITEK REFERENCE PAGE MA-7473 re,. 10103/2015 BEFORE USE. Design valid for use only with fillifekfa connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate tins design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSIM.11 Quality Criteria, DSB-89 end SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Oly Ply Gary Sid RE K63630 2 slJob Truss Truss Type 1.11034975 IJ25 Jack -Open Truss Co, Sumner, WA X,Y :Ed 1 3x4 Job Reference (optional) 8.240 s Jun 8 2019 MiTek Indust-les, Inc. Wed Jul 10 11:56:11 2019 Page 1 IDIGO2uLlt.DSskeNyYzehkkhyzGs7U-jcbvpc2H7hblIVPrGeA4W3YGD9uehlonJRScwhSxKyzTpl 1-8-7 9 1-8.7 1-1 1-8-7 1-8-7 Scale = 1:9.4 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 CSI. TC 0,04 BC 0.02 WB 0.00 Matrix-P DEFL. in (loc) I/defl L/d 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 MT2D 185/148 Weight: 4 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 BOT CHORD REACTIONS. (Ib/size) 1=67/0-3-0, 3=12/Mechanical, 2=55/Mechanical Max Horz 1=27(LC 10) Max Uplift 2=-23(LC 10) Max Grav 1=67(LC 1), 3=30(LC 5), 2=55(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - AS forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 1-9-8 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wnd: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 2) TCLL; ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 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) 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. A WARNING, Verity design parameters and READ NOTES ON THIS AND INCLUDED ftifTEK REFERENCE PAGE AVS7473 rev. 70,03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and eroded y incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSPTP11 Quality Criteria, DSB-89 and SCSI Bolding Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MI MiTek' 250 Klug Circle Corona, CA 92880 Job 7 ,Truss pJ26 Truss Type Jack -Open Qty Ply Gary Sidhu//RE K6363033 Truss Co, Sumner, WA 3x4 \. Job Reference (optional) 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:56:12 2019 Page 1 ID:G02uLjLDSskeNyYxehkkhyzGs7U-8o810x3eujN 1?rrjn115UIKZ2dxWmhLraQOTmyiTpH 1-9-7 12-0-0 , 1-9-7 1-9-7 1-9-7 0-2-9 1200 1 0-2-9 Scale = 1:9.0 Plate Offsets (X,Y)-- [1:Edge,0-2-101 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 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 CSI. TC 0.05 BC 0.03 WB 0.00 Matrix-P DEFL. in (Ioc) I/defl Ud Vert(LL) -0.00 1 >999 360 Vert(CT) -0.00 1-3 >999 240 Horz(CT) -0.00 2 n/a n/a REACTIONS. (Ib/size) 1=71/0-5-8, 3=14/Mechanical, 2=57/Mechanical Max Horz 1=26(LC 10) Max Uplift 1=-1(LC 10), 2=-22(LC 10) Max Gray 1=71(LC 1), 3=33(LC 5), 2=57(LC 1) FORCES. (Ib) - Max. Comp./Max. Teri. - All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 185/148 Weight: 5 Ib FT = 20% BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (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; Pt=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 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 wilt fit between the bottom chord and any other members. 6) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 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) 1, 2. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITE4 REFERENCE PAGE MI1-7473 rev, 1t5V3/2015 BEFORE USE. Design valid for use only wah MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a Iruss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSUTPl1 Quality Criteria, D5B-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. July 10,2019 MiTek 250 Klug Circle Corona, CA 92880 Job Truss 75 iJ200 Truss Type Jack -Open Girder Qty 3 Ply Gary Sidhu//RE K6363034 Truss Co, Sumner, WA -2-0-0 1-10-15 2-0-0 1-10-15 Job Reference (optional) 8.240 s Jun B 2019 MiTek Industries, Inc. Wed Jul 10 11:55:49 2019 Page 1 ID G02uLjLDSskehlyYxehkkhyzGs7U-MNGbB4nTlwgemTaQtS7vfdlK3mgYdMyYVMl9cyzTpe 8-0-0 cX 4 6.11-0 Scale = 1:19.2 Plate Offsets (X,Y)-- [2:Edge,0-2-101 LOADING (psf) TOLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip COL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr CSI. TC 0.32 BC 0,48 VVH 0.00 Matrix-P DEFL. in (loc) 1/dell Ltd 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 REACTIONS. (lb/size) 3=-13/Mechanical, 2=326/0-5-8, 4=55/Mechanical Max Horz 2=50(LC 10) Max Uplift 3=60(LC 16), 2=-27(LC 10) Max Gray 3=12(LC 6), 2=327(LC 17), 4=134(LC 5) FORCES. (lb) - Max. Comp/Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight: 16 lb FT = 20% Structural wood sheathing directly applied or 1-10-15 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (14) 1) VVind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 11) 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) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 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) forrnat. 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 July 10,2019 [� WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1-7473 rev. 707031015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must vent' the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is 10 prevent buckling of individual truss web and/or chord merrtters only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1fTP11 Quality Criteria, DSB-89 end SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. 250 Klug Circe Corona, CA 92880 Job ,Truss J1034975 IJ201 Truss Type Jack -Open Qty 3 Ply Gary Sidhu//RE K6363035 Truss Co, Sumner, WA -2-0-0 2-0-0 Plate Offsets (X,Y)-- [2:Edge,0-2-10] [ Job Reference (optional) 8 240 s Jun B 2019 MiTek Industries, Inc. Wed Jul 10 11:55:50 2019 Page 1 ID:G02uL)LDSskeNyYxehkkhyzGs7U-rZpzPQo53EyVOd9cRAesCrrVdAloMpE5n95rh2yzTpd 3-10-15 3-10-15 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 0.34 BC 0.41 WB 0.00 Matrix-P 8 DEFL. in (toc) Udell 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 Scale = 1:19.0 PLATES GRIP MT20 185/148 Weight: 19 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 DF No.1&Btr BOT CHORD REACTIONS. (Ib/size) 3=74/Mechanical, 2=366/0-5-8, 4=54/Mechanical Max Horz 2=77(LC 10) Max Uplift 3=-35(LC 10), 2=-30(LC 10) Max Grav 3=91(LC 17), 2=371(LC 17), 4=131(LC 5) 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 ar 10-0-0 oc bracing. NOTES- (11) 1) Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4,8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live 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 fit between the bottom chord and any other members. 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. WARNING • Verily design parameters :and READ NOTES ON THIS AND INCLUDED MITE'S REFERENCE PAGE MII-7473 rev. 10f03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPN Qualify Criteria, DSB-89 errd BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. e.ear M MiTek' 250 Klug Circle Corona, CA 92880 4iJob J1034975 Truss iTruss Type J202 Jade -Open City 3 Ply 1Gary SidhuHRE 1 K6363036 Truss Co, Sumner, WA -2-0-0 2-0-0 Job Reference (optional) 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:55:51 2019 Page 1 ID:GO2uLILDSskeNyYxehkkhyzGs7U-JmNMcmpieqX4M?mko?t9N1(.20egaM15GUF0prPOUyzTpc 5-10-15 5-10-15 8-0-0 Plate Offsets (X,Y)-- [2:Edge,0-2-101 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 IRC2015fTPI2014 CS!. TC 0.51 BC 0.41 WB 0,00 Matrix-P 6-0-0 DEFL. in (loc) 1/dell LJd 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 Scale z 1:21.7 Weight: 21 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr REACTIONS. (Ib/size) 3=156/Mechanical, 2=416/0-5-8, 4=54/Mechanical Max Horz 2=105(LC 10) Max Uplift 3-64(LC 10), 2=-36(LC 10) Max Grav 3=191(LC 17), 2=426(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 directly applied cr 10-0-0 oc bracing. NOTES- (11) 1) VVind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=B7mph; 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 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 psi bottom chord live load nonconcurrenl 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 will fit between the bottom chord and any other members. 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections, 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. WARNINC - Verify design parameters and READ NOTES ON THIS AND INCLUDED INITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with N10-ekilb connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of indriridual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-09 and BCS/ Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job 975 f Truss !J203 Truss Type Jack -Open Qty 3 Ply IGary Sidhu/tRE K6363037 Job Referen Truss Co, Sumner, WA -2-0-0 8.240 s Jun 8 2019 Mil- eic Industries, Inc. Wed Jul 10 11:55:51 2019 Page 1 ID:G02uLjLDSskeNyYxehkkhyzGs7 U-JmNMcmpkgX4M?mko?t9Nk20araKQ5GUF0prP DUyzTpc 7-10-15 2-0-0 7-10-15 8-0-0 8-0-0 Scale = 1:26.4 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 IRC20151TP12014 CS I. TC 0.75 BC 0.52 WB 0.00 Matrix -MP DEFL. in (loc) I/defl LJd Vert(LL) -0.18 4-7 >521 360 Vert(CT) -0.34 4-7 >282 240 Horz(CT) 0.01 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 25 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1 &Btr BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 3=225/Mechanical, 2=464/0-5-8, 4=73/Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-77(LC 10), 2=-43(LC 10) Max Gray 3=278(LC 17), 2=478(LC 17), 4=119(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 2-2-0 oc purlins. Rigid ceiling directly applied ca 10-0-0 oc bracing. NOTES- (11) 1) Wtnd: 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 fi1 between the bottom chord and any other members. 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. July 10,2019 WARNING - Veriry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MY-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MTek@+ connectors. This design is based only upon parameters shown, and i5 for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design imo the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only, Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIl Quality Criteria, DSB-89 end SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. iTek' 250 Klug Circle Corona, CA 92880 Job J1034975 Truss J204 Truss Type Jack -Open Oty 3 Ply Gary Sidhu//RE K6363038 Truss Co, Sumner, WA Job Reference JoptionpIL 8 240 s Jun 8 2019 NIFfelt Industries, Inc,. Wed Jul 10 11:5552 2019 Page 1 10:G02uljt.DSskeNyYxehkkhyzGs7U-nyxkqeprvItti-CDdwJ2YagcHGwilJ_gYqjk0E.TaymxyzTpb -2.0-0 8-0-0 , 9-10-15 2-0-0 8-0-0 1-10-15 4x4 = 6.30 02 8-0-0 8-0-0 Plate Offsets (X,Y)-- [2:0-1-8,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 COL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.95 BC 0.52 WB 0.00 Matrix -MP DEFL. in (loc) 1/dell LJd Vert(LL) -0.18 5-8 >521 360 Vert(CT) -0.33 5-8 >290 240 Horz(CT) 0.01 2 n/a n/a Scare si 1:31.3 0 PLATES GRIP MT20 185/148 VVeight: 27 lb FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 DF No.18.Btr BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 5=Mechanical, 3=0-3-0. (Ib) - Max Horz 2=160(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=343(LC 17) FORCES, (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (12) 1) Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph: TCDL=4.8psf; BCDL=4.2psf; h=256: 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 13) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 12) All dimensions given in feet -inches -sixteenths (FFIISS) forrnat. ARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.741:1 rev, 10iO3/2015 BEFORE USE. Design valid for use only wth MiTek® connectors, This design is based only upon parameters shown, end is for an individual building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/7711 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Piste Ins -glide, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job J1034975 Truss J205 Truss Type Jack -Open Qty Ply 'Gary Sidhut/RE K6363039 Truss Co, Sumner, WA -2-0-0 2-0-0 6-0.0 0 Plate Offsets (X,Y)-- 2:0-1-8,Edge LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TOOL 8.0 BCLL 0.0 BCDL 7 0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 SPACING- SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2015/TP12014 6 - 8-0-0 8-0-0 Job Reference (optional) 8,240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:55:53 2019 Page 1 ID:CO2uLILDSskeNyYxehkkhyzGs7U-F8V61Sc219K4F4u661BrqTTLIN?UZA_YT7KVINyzTpa 11-1005 3-10-15 CS TC 0.95 BC 0.61 VVB 0.00 Matrix -MP Scale 9 DEFL. in (loc) 1/dell L/d Vert(LL) -0.21 6-9 >464 360 Vert(CT) -0.39 6-9 >246 240 Horz(CT) 0.01 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 28 Ib FT = 20% BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 6=Mechanical, 3=0-3-0, 4=0-1-8. (Ib) - Max Horz 2=188(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 5, 2, 4 except 3=-103(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 5, 6, 4 except 2=472(LC 17), 3=334(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied. Rigid ceiling directly applied ar 10-0-0 oc bracing. NOTES- (13) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2ps1; h=251t; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical lefl 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 mot 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi, 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 4 except (jt=lb) 3=103. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. RNING Verify design parameters and READ NOTES ON THIS AND INCLUDED HOTEK REFERENCE PAGE 14111-7473 rev, 10,03/2015 BEFORE USE. Design valid for use only with Mrfeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/orchord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Qualify Criteria, DSB-89 and BCSI Buikling Component safety Infomiation available from TnJss Piste Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Ktug circle Corona, CA 92880 Truss Type Jack -Open Qly 3 Ply 1 Gary Sidhu//RE K6363040 (Job Truss IJ1034975 J206 Truss Co, Sumner, WA Plate Offsets (X,Y)-- [2:0-1-8,Edgej` -2-0-0 1 2-0-0 4x4 8-0-0 8-0-0 8-0-0 6.0,0 112 Job Reference (optional) 8.240 s Jun 8 2019 MiTek IndusTies, Inc. Wed Jul 10 11:55:53 2019 Page 1 ID: G02uLj L D SskeNyYxehk khyzGs7 U-F 8V61 S q ,N19 K4 F4u B6I B rgTT1O N?XZA_YT7KV I NyzT pa 13-10-15 5-10-15 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 Incr YES BCLL 0.0 •Code IRC2D15/TP12014 BCDL 7.0 0 CSI. TC 0,94 BC 0,60 WB 0.00 Matrix -MP DEFL. in (loc) I/defl Ud Vert(LL) -0.20 7-10 >467 360 Vert(CT) -0.39 7-10 >247 240 Horz(CT) 0.01 2 n/a n/a PLATES GRIP MT2D 185/148 Scale 1:41.3 Weight: 30 It FT = 20%4 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, 3=0-3-0. (Ib) - Max Horz 2=215(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 6, 2, 4, 5 except 3=-103(LC 10) Max Gray All reactions 250 Ib or less at joint(s) 6, 7, 4, 5 except 2=471(LC 1), 3=297(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. NOTES- (13) 1) Wnd: 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 Toad 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 Toad of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Refer 10 girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4, 5. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ibuplift atjoint(s) 6, 2, 4, 5 except (jt=lb) 3=103. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. WARNING.. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTekle connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of inervidual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII quality Criteria, DSB-89 end SCSI Building Component Safety Infomlafion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 Truss Truss Type Qty Ply Gary Sidhu//RE K6363041 J1034975 Truss Co, Sumner, WA J207 -2-0-0 Plate Offsets (X,Y)-- [2:0-1-8,Edge] 2-0-0 4x4 Jack -Open 3 1 Job Reference (optional) 8.240 s Jur 8 2019 MiTek Industries, Inc. Wed Jul 10 11155:54 2019 Page 1 ID;G02uL)LDSskeNyYxehkkhyzGs7U-jL3U Eorc7SSxsETNg?i4Mh018nLmIdEhin33gpyzTpZ 8-0-0 --_.............._........-15-10.15 8-0-0 7-10-15 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 IRC2015lTP12014 CSI. TC 0.94 BC 0.60 WB 0.00 Matrix -MP DEFL. in (loc) I/defl L/d Vert(LL) -0,20 9-12 >467 360 Vert(CT) -0.39 9-12 >247 240 Horz(CT) -0.01 8 n/a n/a LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. Al bearings 0-1-8 except (jt=length) B=Mechanical, 2=0-5-8, 9=Mechanical, 3=0-3-0. (Ib) - Max Horz 2=243(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 8, 5, 6, 7 except 3=-103(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 8, 9, 5, 6, 7 except 2=471(LC 1), 3=290(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:46.3 PLATES GRIP MT20 185/148 Weight: 33 Ib FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (13) 1) Wind: ASCE 7-10; Vu4=110mph (3-second gust) Vasd=67mph; TCDL=4.8psf; BCDL=4.2pst; 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 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 6) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fa between the bottom chord and any other members. 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 6, 7. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 5, 6, 7 except (jt=lb) 3=103. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5, 6, 7. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. July 10,2019 A, WARNING, Verity design parameters and READ NOTES ON TRIS AND INCLUDED MITEK REFERENCE PAGE All!-7473 rev. 10 03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addilional temporary and permanent tracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPl1 Qualify Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek 250 Krug Circle Corona, CA 92880 (Job J1034975 Truss J208 Truss Type Jack -Open Oty Ply 2 Gary Sidhu//RE K6363042 Truss Co, Sumner, WA -2-0-0 2-0-0 4x4 = 8-0-0 8-0-0 8-0-0 8-0-0 Job Reference o tional 8 240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:55:55 2019 Page 1 ID:G02uLjLDSskeNyYxehkkhyzGs7U-BXdsS7sEurlaoUO2aEjDJvuYCu5h214Tr>RpcMFyzTpY 17-10-15 9-10-15 Scale = 1:51.3 Plate Offsets (X,Y)-- [2:0-1-8,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. TC 0.94 BC 0.60 WB 0.00 Matrix -MP DEFL. in (loc) 1/defl Ud Vert(LL) -0.20 10-13 >467 360 Vert(CT) -0.39 10-13 >247 240 Horz(CT) -0.01 9 n/a n/a PLATES GRIP MT20 185/148 Weight: 36 1b FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except (jt=length) 9=Mechanical, 2=0-5-8, 10=Mechanical, 3=0-3-0. (Ib) - Max Horz 2=271(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 9, 5, 6, 7, 8 except 3=-103(LC 10) Max Gray All reactions 250 Ib or less at joint(s) 9, 10, 5, 6, 7, 8 except 2=471(LC 1), 3=290(LC 1) FORCES. (Ib) - Max, Comp./Max. Ten, - All forces 250 (Ib) or less except when shown, NOTES- (13) 1) Wnd: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat.. It; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; C1=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer 10 girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 6, 7, 8. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9, 5, 6, 7, 8 except (jt=lb) 3=103. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5, 6, 7, 8. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. ARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDEDMfTEK REFERENCE PAGE 41I1-7473 rev. 10/03?015 BEFORE r use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ystom. aafore use, the building designer must verily the applicability of design parameters and properly incorporate this design into the o>erall design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing ys required far stability and to prevent collapse wtth possible personal injury and property damage. For general guidance regarding the ion, storage, delivery, erection and bracing of trusses and truss systems, see ANSI'TPI/ Duality Crtreria, DSB-89 end SCSI Building Component nformefion available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314, July 10,2019 iTek' 250 Klug Circle Corona, CA 928130 Job J1034975 Truss J209 ;Truss Type 'Jack -Open my Ply 1 Gary Sidhu//RE K6363043 Truss Go, Sumner, WA -2-0-0 2-0-0 4x4 8-0-0 8-0-0 8-0-0 8-0-0 Job Reference (optional) 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:55:56 2019 Page 1 :D:G02uLjLDSskeNyYxehkkhyzGs7U-fjBFfTZf4if6YcmnQIYR65Neb1 EmXj_95YAviyzTpX 19-10-15 11-10-15 10 Scale = 1:56.4 Plate Offsets (X,Y)-- [2:0-1-8,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 YES Code IRC2015/TP12014 CS). TC 0.94 BC 0.60 WB 0.00 Matrix -MP DEFL. in (loc) I/deft L/d Vert(LL) -0.20 11-14 >467 360 Vert(CT) -0.39 11-14 >247 240 Horz(CT) -0.01 10 n/a n/a PLATES GRIP MT20 185/148 Weight: 38 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except (jt=length) 10=Mechanical, 2=0-5-8, 11=Mechanical, 3=0-3-0. (Ib) Max Horz 2=298(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 10, 5, 6, 7, 8, 9 except 3=-104(LC 10) Max Gray All reactions 250 Ib or less at joint(s) 10, 11, 5, 6, 7, 8, 9 except 2=471(LC 1), 3=290(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (13) 1) Wind: ASCE 7-10; Vu8=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.Dpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be HF No,2 crushing capacity of 405 psi, 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 6, 7, 8, 9. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at join(s) 10, 5, 6, 7, 8, 9 except (jt=1b) 3=104. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5, 6, 7, 8, 9. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7477 rev. 10,0712015 BEFORE USE. Dosge valid for use only with MTek®connedors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanerll bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component Sealy Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. iTe'k' 250 Klug Circle Corona, CA 92880 IJob Truss Truss Type s. IJ1034975 J210 jJack-Open Girder 1 I i I Tniss Co, Sumner, WA -2-0-0 1-10-15 Oty Ply 1 Gary Sidhu//RE Job Reference (optional) K6363044 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:55:57 2019 Page 1 ID: G02 uL) L D SskeN yYxehkkhyzGs7 U-8vkdtptVQ NgVjiByL8Gn_Jdh27S VV_z7011jR8yzTp W 2-0-0 Plate Offsets j (,Y)-- [2:Edge,0-2-10] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 6.ad 112 2 3x4 1.10-15 6 7 4 JUS24 JUS24 4-9-0 4 Scale = 1:13.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0,32 BC 0.22 WB 0.00 Matrix-P DEFL. in (loc) 1/defl Ud Vert(LL) -0.03 2-4 >999 360 Vert(CT) -0.05 2-4 >999 240 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 11 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 REACTIONS. (lb/size) 3=-13/Mechanical, 2=304/0-5-8, 4=34/Mechanical Max Horz 2=50(LC 10) Max Uplift 3=-60(LC 16), 2=-40(LC 10) Max Gray 3=12(LC 6), 2=305(LC 17), 4=84(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. 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 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-cortcurrent 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 11) Use USP JUS24 (With 4-10d nails into Girder 8 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) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 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 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: 7=-2(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIT 7473 rev. 10iO3@0f 5 BEFORE USE, L7esign valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, nol a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall txrilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional terrporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TRH Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. July 10,2019 Tek' 250 Klug Circle Corona, CA 92880 Job J1034975 Truss Truss Type Jack -Open Qty Ply 1 Gary Sidhu//RE K6363045 Truss Co, Sumner, WA -2-0-0 2-0-0 3x4 Job Reference (optional) 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:55:58 2019 Page 1 ID:GO2uLjLOSskeNyYxehkkhyzG57U-o61749u7BhyMl_rrn9vrn0XXAsoOpKERDHc1P1GzayzTpV 3-10-15 3-10,15 4- 4 a Scale = 1:15.8 Plate Offsets (X,Y)-- [2:Edge,0-2-101 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 0.34 BC 0.18 VV13 0.00 Matrix-P DEFI_. in (loc) Ildefl id Vert(LL) -0.03 2-4 >999 360 Vert(CT) -0.04 2-4 >999 240 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight: 13 lb FT 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 BOT CHORD REACTIONS. (Ib/size) 3=74/Mechanical, 2=343/0-5-8, 4=31/Mechanical Max Horz 2=77(LC 10) Max Uplift 3=-35(LC 10), 2=-43(LC 10) Max Grav 3=91(LC 17), 2=349(LC 17), 4.76(LC 5) 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. NOTES- (11) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be HE No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. July 10,2019 WARNING Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Atli-747J rev. 10/03/201r, BEFORE USE. Design vati4 for use only with Mifekdir connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building clesig h. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITTP11 Quality Criteria, DSB-89 arid BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Slreet, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job Truss Qty Ply Gary Sidhul/RE K6363046 J1034975 Truss Co, Sumner, WA d J212 Truss Type Jack -Open -2-0-0 1 1 Job Reference (optional) 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 1155:59 2019 Page 1 ID:GO2uLiLDSskeNyYxehkkhyzGs7U-41sNIV1Iy?4DOLLTY1F3kj1Lo9ZzuTQr3nciV1yzTpU 4-9-0 5-10-15 2-0-0 3x4 4-9-0 1-1-15 5 4-9-0 4-9-0 Scale = 1;21.8 Plate Offsets (X,Y)-- [2:Edge,0-2-10) LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IRC2015/TPI2014 CSI. TC 0.34 BC 0.18 VVB 0,00 Matrix-P °EFL, in (loc) 1/dell L/d Vert(LL) -0.03 2-5 >999 360 Vert(CT) -0.04 2-5 >999 240 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT2D 185/148 Weight: 16 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 5=Mechanical, 3=0-3-0. (Ib) - Max Horz 2=105(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2, 3 Max Grav All reactions 250 lb or less at joint(s) 4, 5, 3 except 2=372(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 4-9-0 oc purlins, Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (12) 1) Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft, Cat, II; Exp B; Enclosed: MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. WARNING Verily design parameters and REAP NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 10/0312015 BEFORE USE Design valid for use only with Mffekde connectors, This design is based only upon parameters shown, and is fa an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andier chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TRH Qualify Criteria, DSB-89 and BCSI Building Component Safety Infomaf Ion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. July 10,20 9 MiTek' 250 Klug Cirde Corona, CA 92880 Job Truss TTruss Type IJ1034975 J213 (Jack -Open Truss Co, Sumner. WA -2-0-0 2-0-0 2 3x4 4-9-C 4-9-0 4-9-0 Qty 1 ID:G02u Ply Gary Sidhu//RE Job Reference (optional) K6363047 8,240 s Jun 8 2019 MiTek Industries, Inc, Wed Jul 10 11:55159 2019 Page 1 SskeNyYxehkkhyzGs7U-4IsNIVtyIy?4Dz?LLTYIF3kj1Lo9ZzuTQr3nciV1yzTpU 7-10-15 3-1-15 4-9-0 Scale= 1:26.9 Plate OffsetsjX,Y)-- [2:Edge,0-2-10] 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 CST. TC 0.34 BC 0.18 WB 0.00 Matrix-P DEFL. in (loc) I/defl LJd Vert(LL) -0,03 2-5 >999 360 Vert(CT) -0.04 2-5 >999 240 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 REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 5=Mechanical, 3=0-3-0. (Ib) • Max Horz 2=132(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2, 3 Max Gray Ali reactions 250 Ib or less at joint(s) 4, 5, 3 except 2=367(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 4-9-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections, 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 4, 2, 3, 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. 'RNING - Verify design parameters and READ NOTES ON PPS AND INCLUDED MrTE$ REFERENCE PAGE M11-7473 rev. ; P!Q31015 BEFORE USE. sign valid for use only with MTelw connectors. This design is based only upon parameters shown, and is far an individual building component, not a Truss System, Befwe use, the building designer must verify the applicability of design parameters and properly incorporate This design into the overall building desgn. Bracing indicated is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component Safety information evadable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tek` 250 Ktug Circle Corona, CA 92880 IJob truss J1034975 J214 'City 'Ply I 1 1 Gary Sidhui/RE K6363048 Truss Co, Sumner, WA Truss Type Jack -Open IJob Reference (optional) 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:56:00 2019 Page 1 ID: G02uLjLDSskeNyYxehkkhyzGs7U-YUOIVrwNj IC4a9wX0GpUcyF8ZCVoiLja4j WN2TyzTpT 2.0-0 4-9-0 9-10-15 2-0-0 4-9-0 5-1-15 4-9-0 4-9-0 Scale 3/8"=1' Plate Offsets (X,Y)-- [2:Edge,0-2-10] 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 0.63 BC 0.18 ).Mil 0.00 Matrix-P DEFL. in (loc) I/defl Ud Vert(LL) -0.03 2-5 >999 360 Vert(CT) -0.04 2-5 >999 240 Horz(CT) -0.00 4 n/a n/a LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 PLATES GRIP MT20 185/148 Weight: 21 Ib FT = 20% BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 5=Mechanical, 3=0-3-0. (Ib) - Max Horz 2=160(LC 10) Max Uplift Ali uplift 100 Ib or less at joint(s) 4, 2 except 3=-115(LC 10) Max Gray Alt reactions 250 Ib or less at joint(s) 4, 5 except 2=367(LC 1), 3=319(LC 17) FORCES. (Ib) • Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 4-9-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 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 psf or 1.00 times flat roof load of 25.0 psi on overhangs non -concurrent with other live bads. 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 aft areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2 except (jt=lb) 3=115. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. July 10,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MI1-7473 rev, 104i312015 BEFORE USE, t3esign valid tar use only with t lTeonnectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 end SCSI Building Component Safely Information available from Truss Plate Insthute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. k' 250 Klug Circle Corona, CA 92880 ob 4 Truss J215 Truss Type Jack -Open my Ply Gary Sidhu//RE K6363049 Truss Co, Sumner, WA -2-0-0 2-0-0 4-9-0 4-9-0 4-9-0 4-9-0 Job Reference (optional 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:56:01 2019 Page 1 ID:G02uL#LDSskeNyYxehkkhyzGs7U-Oh_8iBw?UcKxCJVjazKj89oE1 cr1 RozjJNGwavyzTpS 11-10-15 7-1-15 Scaler 1:37.1 Plate Offsets (X,Y)-- [2:Edge,0-2-101 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 I. TC 0.90 BC 0.18 WB 0.00 Matrix-P DEFL. in (loc) I/deft Ltd Vert(LL) -0.03 2-5 >999 360 Vert(CT) -0.04 2-5 >999 240 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 27 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Blr BOT CHORD 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc purling. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 5=Mechanical, 3=0-3-0. (Ib) - Max Harz 2=188(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 4 except 3=-141(LC 10) Max Gray All reactions 250 Ib or less at joint(s) 5 except 4=317(LC 17), 2=367(LC 1), 3=387(LC 17) FORCES. (Ib) - Max. Comp/Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (12) 1) Wnd: ASCE 7-10; Vu1t=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); Categdry 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 nonconcurrertt 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=Ib) 3=141. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. 'ARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MII-7473 rev. l €r/03/2015 BEFORE USE. n valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a Truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Truss systems, see ANSI/TPl1 Quality Criteria, DSB-89 end SCSI Building Component Safetylnfmmefion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circe Corona, CA 92880 i Job (Truss • iJ1034975 'J216 Truss Type Jack -Open Oty Ply 1 Gary Sidhu//RE K6363050 Truss Co, Sumner, WA -2-0-0 2-0-0 ( Job Reference (optional) 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:56:01 2019 Page 1 ID:G02uLjt_OSskeNyYzehkkhyzGs7U-Oh eiBw?UcKxCJVjazKj89oJJcrlRozjJNGwavyzTpS 4-9-0 12-9-7 4-9-0 8-0-7 4-9-0 4-9-0 1 Scale = 1:39.3 Plate Offsets (X,Y)-- [2:Edge,0-2-10 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 0.63 BC 0,18 WB 0.00 Matrix-P DEFL. in (lac) IJdefl Uri Vert(LL) -0.03 2-6 >999 360 Vert(CT) -0.04 2-6 >999 240 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT2D 185/148 Weight: 25 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 (jt=length) 2=0-5-8, 6=Mechanical, 3=0-3-0, 4=0-1-8. (Ib) - Max Horz 2=200(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 5, 3, 4 Max Gray Ail reactions 250 Ib or less at joint(s) 5, 6, 3 except 2=367(LC 1), 4=332(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 4-9-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (13) 1) Wind; ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psi or 1.00 times flat roof load of 25.0 psi on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will frt between the bottom chord and any other members. 7) All bearings are assumed to be HF No,2 crushing capacity of 405 psi. 8) Refer 10 girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 3, 4. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format, [WARNING -Verify designparameters and READ NOTES ON THIS AND INCLUDED MHTEK REFERENCE PAGE MI1.747J rev. 10/03,1015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding Inc fabrication. storage, delivery, erection and bracing of trusses and Iruss systems, see ANSI/TP11 quality Criteria, DSB-89 and SCSI Building Component Safetylnformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Kiug Circle Corona, CA 92880 Truss Qty Ply Gary Sidhu/IRE K6363051 iJob .1 J1034975 J217 Tnuss Co. Sumner, WA --- 2-0-0 Truss Type Jack -Open 3x4 1 Job Reference (ophoralL 8 240 s Jun a 2019 MiTek Industaes, Inc Wed Jul 10 11:5602 2019 Page 1 GO2uLjLOSskeNyYkehkkhyzGs7U-UtYVVwXxdFwSoqT4wahsyhNI..050BGAFC9Y1?U6LyzTpR 4-9-0 10-9-7 4-9-0 6-0-7 600 112 4-9-0 5 4-9-0 Plate Offsets (X,Y)-- [2:Edge,0-2-10] LOADING (psf) TCLL 25,0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 2x4 HF No.2 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1 15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0 88 BC 0 18 WB 0 OD Matnx-P Scale = 1 34 2 DER_ in (loc) 1/clefl L/d Vert(LL) -0.03 2-5 >999 360 Vert(CT) -0.04 2-5 >999 240 Horz(CT) -0.00 4 n/a n/a BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight: 22 Ib FT = 20% Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except (plength) 2=0-5-8, 5=Mechanical, 3=0-3-0. (Ib) - Max Hors 2=172(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2 except 3=-126(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 5 except 4=265(LC 17), 2=367(LC 1), 3=349(LC 17) FORCES. (lb) - Max. Comp/Max. Ten - All forces 250 (lb) or less except when shown. NOTES- (12) 1) Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4,8psf; BCDL=4.2pst; h=25ft; Cat II; Exp B: Enclosed: MVVFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2 except (jt=lb) 3=126. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. July 10,2019 WARNING., Verily design payarnelars and READ NOTES ON TH1S AND INCLUDED kilfTEK REFERENCE PAGE 5511.7473 rev. 70/03/2015 BEFORE USE - Design valid for use only with MiTeldtl connectors. This design is based only upon parameters shown, and is for en individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design, Bracing indicated is to prevent buckling of individual truss web aridior chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Quality Cilterie, DSB-89 and BCSI Building Component Safely Infomurtion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Krug Circle Corona, CA 92880 1Job • Truss y Gary Sidhu//RE J1034975 -Truss Co, [1218 Sumner, VVA Truss Type Jack -Open Girder -2-0-0 1-10-15 —4- 2-0-0 1-10-15 NAILED 1-1-0 1 1-1-0 K6363052 Job Reference (optional) 8.7240 s Jun 8 2019 Mifek Industies, Inc. Wed Jul 10 11:56:03 2019 Page 1 ID GO IuLjLOSskeNyYxehkknyzGs7U-y36u7syF'DbfRdt6iONBEatjWPV3vhS0mh11eoyzTpQ 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 0.32 BC 0,27 WB 0.00 Matrix-P 10-0-0 8-11-0 Scale = 1:23.1 DEFL. in (loc) I/defl Vert(LL) -0.11 2-4 >999 Vert(CT) -0.19 2-4 >640 Horz(CT) -0.00 3 nla L/d 360 240 n/a PLATES GRIP MT20 185/148 Weight: 27 lb FT> 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS REACTIONS. (lb/size) 3=14/Mechanical, 2=340/0-5-8, 4=69/Mechanical Max Horz 2=50(LC 10) Max Uplift 3=-53(LC 16), 2=-21(LC 10) Max Grav 3=36(LC 18), 2=341(LC 17), 4=168(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. NOTES- (15) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCOL=4.6psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (fiat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 11) Use USP JUS24 (Wth 4-10d nails into Girder & 4-10c1 nails into Truss) or equivalent at 2-0-12 from the left end to connect truss(es) to front face of bottom chord, skewed 0.0 deg.to the right, sloping 0.0 deg. down. 12) Fill all nail holes where hanger is in contact with lumber. 13) "NAILED" Indicates 3-10d (0.148"x3") or 3-12d (0.148x3.25) toe -nails per NDS guidlines. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 15) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 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) July 10,2019 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE lillt-7473 rev. 70,03/2015 BEFORE USE. Design valid for use only with Mireka connectors, This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additions' temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS1/7P/1 Quality Criteria, DSB-89 and BCSIBuilding Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. iT k. 250 Klug Circle Corona, CA 92880 Job Truss J1034975 J219 Truss Type Jack -Open IQty 11 Ply i Gary Sidhu//RE K6363053 Truss Go. Sumner, WA -2-0-0 3-10-15 2-0-0 1 Job Reference (optional) 8 240 s Jun B 2019 MiTek Industries, Inc. Wed Jut 10 11:56:03 2019 Page 1 ID:G02uLjLDSskeN yYxehkkhyzGs7U-y36u7syr?DbfRdf6i0NBEatjJPY7vhSOmh11 eoyzTpQ 3-10-15 Scale = 1:16.8 6 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 0.34 BC 0.07 WB 0.00 Matrix-P DEFL. in (loc) I/defl 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: 21 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x6 OF SS BOT CHORD REACTIONS. (Ib/size) 3=74/Mechanical, 2=352/0-5-8, 4=40/Mechanical Max Harz 2=77(LC 10) Max Uplift 3=-33(LC 10), 2=-40(LC 10) Max Gray 3=91(LC 17), 2=357(LC 17), 4=97(LC 5) 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. NOTES- (11) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=B7mph; 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.; C1=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will fit between the bottom chord and any other members, 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev, 19 3312015 BEFORE USE, Design valid for use only wish M7ek45 connectors. This design is based only upon parameters shown, and is for an individual building component, not a buss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord menthe, only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-89 and SCSI Building Component Safetylnlormetion available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. July 10,2019 Tel(' 250 Klug Circle Corona, CA 92880 Truss Type tQty Jack -Open PI Gary Sidhu//RE K6363054 Job ITruss J1034975 1J220 Truss Co, Sumner. WA czi -2-0.0 Job Reference (optional) 8 240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:56:05 2019 Page 1 ID:G02uLjLCSskeNyYxehkkhyzGs7U-vSDeYYzW.XrrNhwoVppPfJ?z17DA?NbyJE_E8jgyzTp0 5-10-15 2.0-0 5-10-15 6-0-0 6,0-0 Scale= 1:21.7 Plate Offsets (X,Y)-- [2:Edge,0-2-10] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BOLL 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 0.51 BC 0.30 WB 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 REACTIONS. (Ib/size) 3=156/Mechanical, 2=402/0-5-8, 4=40/Mechanical Max Horz 2=105(LC 10) Max Uplift 3=-64(LC 10), 2=-45(LC 10) Max Gray 3=191(LC 17), 2=412(LC 17), 4=97(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. NOTES- (11) 1) Wind: ASCE 7-10; Vutt=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 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 psf or 1.00 times flat roof load of 25,0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 6) ' This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. WARNING - Verily design parameters nod READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE Mf7.7473 rev, 10/03/2015 BEFORE USE. C3asgn valid for use only with MiTek6) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. July 10,2019 Mil MiTek' 250 Klug Circle Corona, CA 92880 J1034975 Qty Ply Gary Sidhu//RE K6363055 ITruss iJ221 Truss Type Jack -Open Truss Co, Sumner, WA 2-0-0 2-0-0 ] jJob Reference (optiorral) 8 240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:56:05 2019 Page 1 I D : G02uLjLD SskeNyYxehkkhyzGs7 U-vS DeYYzWXrrNhwoVppPfJ?zOrDA?NbyJ E_E8jgyzTpO 6-0-0 7-10-15 6-0-0 1-10-15 6-0-0 6-0-0 Io ri Scale = 1:26.7 Plate Offsets (X,Y)-- [2:Edge,0-2-10] 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 IRC20157TP12014 CSI. TC 0.53 BC 0.30 WB 0.00 Matrix-P DEFL. in (loc) I/defl L/d Vert(LL) -0.07 2-5 >999 360 Vert(CT) -0.12 2-5 >588 240 Horz(CT) -0.00 4 n/a n/a PLATES GRIP MT20 185/148 Weight: 20 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, 5=Mechanical, 3=0-3-0. (Ib) - Max Horz 2=132(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2, 3 Max Gray All reactions 250 Ib or less at joint(s) 4, 5 except 2=414(LC 17), 3=271(LC 1'7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (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.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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. July 10,2019 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate Ibis design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Add'dional temporary and permanent bracing is always required for stability end to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/Mil Quality Criteria, DSB-89 and BCS1 Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiT+ek" 250 Klug Circle Corona, CA 92880 tTruss J1034975 J222 Truss Type Jack -Open Qty Ply IGary Sidhu//RE K6363056 Truss Co, Sumner, WA -2-0-0 6-0-0 2-0-0 6-0-0 6-0-0 Job Reference (optic- 8.240 s Jun 8 2019 MiTek. Indusries, Inc. Wed Jul 10 11:56:06 2019 Page 1 10:GO2uLjLDSskeNyYzehkkhyzGs7U-NenOmu_818zEJ4NhNXwurDVC6dVVE62CSSezhF7yzTpN 9-10-15 3-10-15 6-0-0 Plate Offsets (X,Y)-- [2:Edge,0-2-10] 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 BCLL 0.0 ' Rep Stress Incr YES Code IRC2015/TPI2014 BCDL 7.0 CSI. TC 0.49 BC 0.30 WB 0.00 Matrix-P H Scale: 3/6..1' DEFL, in (loc) 1/dell Ud Vert(LL) -0.07 2-6 >999 360 Vert(CT) -0.12 2-6 >568 240 Horz(CT) -0.00 5 n/a n/a PLATES GRIP MT20 185/146 Weight: 23 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 (j1=length) 2=0-5-8, 6=Mechanical, 3=0-3-0, 4=0-1-8. (Ib) - Max Harz 2=160(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 5, 2, 3, 4 Max Grav All reactions 250 lb or less at joint(s) 5, 6, 4 except 2=409(LC 1), 3=256(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (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 psi ((lat roof snow); Category II; Exp B; Partially Exp.; C1=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 3, 4. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MJTEK REFERENCE PAGE 14111-7473 rev, 10/03/7015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate the design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members onty. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP.11 Quality Criteria, DSB-89 end RCS! Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92860 Job J1034975 Truss Co, Sumner, WA Truss J223 Truss Type Jack -Open Oty 1 Gary Sidhul/RE Referen K6363057 8 240 s Jun 8 2019 MiTek Industries, Inc. Wed Jut 10 11:56:07 2019 Page 1 ID:G02uLjLDSskeNyYxehkkhyzGs7U-rrLPzE?m3S55wE ytxE R7002Ns1 sTrVSchl;FnZyzTpM 2-0-0 6-0-0 10-7-15 2-0-0 6-0-0 4-7-15 2 6-0-0 6-0-0 7 H N Scale= 1:33.6 Plate OffsetsjX,Y)-- [2:Edge,0-2-10) LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IRC2015/TP12014 CS1, TC 0.49 BC 0.30 WB 0.00 Matrix-P DEFL. in (loc) 1/dell Lid Vert(LL) -0.07 2-7 >999 360 Vert(CT) -0.12 2-7 >588 240 Horz(CT) -0.00 6 n/a n/a PLATES GRIP MT20 185/148 Weight: 24 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS- All bearings 0-3-0 except at -length) 6=Mechanical, 2=0-5-8, 7=Mechanical, 4=0-1-8. (Ib) - Max Horz 2=170(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 al joint(s) 6, 7, 3, 4, 5 except 2=409(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (13) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 pst 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 6, 2, 3, 4, 5. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 4, 5. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. July 10,2019 WARNING - Verity design parameters and READ NOTES ON TM5 AND INCLUDED M(TEN REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. Thls design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, Inctbuilding designer must verify the applicabilty of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIJTP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. iTek' 250 Klug Circle Corona, CA 92880 Job J1034975 Truss Co, Truss J224 Sumner, WA rx (Truss Type Jack -Open Qty P y Gary Sidhu//RE Job Reference (optional) K6363058 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:56:07 2019 Page 1 ID:G02uLjLDSskeNyYxehkkhyzGs7U-rrLPzE?m3S55wEy1aER70Q2Nc1 sTrVSchljFnZyzTpM -2-0-0 6-0-0 8-7-15 2-0-0 6-0-0 2-7-15 6-0-0 6-0-0 Scale = 1:2 Plate Offsets(X,Y)-- [2:Edge,0-2-10] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 LUMBER. TOP CHORD BOT CHORD SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.51 BC 0,30 WB 0.00 Matrix-P DEFL. in (loc) I/defl L!d Vert(LL) -0.07 2-6 >999 360 Vert(CT) -0.12 2-6 >588 240 Horz(CT) -0,00 5 n/a rife PLATES GRIP MT20 185/148 Weigf t: 21 Ib FT = 20% 2x4 HF No.2 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 6=Mechanical, 3=0-3-0, 4=0-1-8. (Ib) - Max Horz 2=143(LC 10) Max Uplift Ail uplift 100 Ib or less at joint(s) 5, 2, 3, 4 Max Gray All reactions 250 Ib or less atjoint(s) 5, 6, 4 except 2=411(LC 17), 3=274(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, NOTES- (13) 1) Wnd: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cal, 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections, 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 3, 4. 12) Beveled plate or shim required to provide full bearing surface with truss chord et joint(s) 3, 4. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. uly 10,2019 WARNING - Verify design parameters and READ NOTES ON TES AND INCLUDED MfTEK REFERENCE PAGE MII-7473 rev, 10103a015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters snows, and is fa an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall bulking design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding one fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPI1 Quality Criteria, DSB-89 end SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 r1Job J1034975 Truss Truss Type J225 Jack -Open Oty SPly Gary Sidhu//RE K6363059 Truss Co, Sumner, WA Plate Offsets (X,Y1- [2:Edge,0-2.10j LOADING (pst) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • 8CDL TO -2-0-0 2-0-0 { SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 Job Reference (optional) 8.240 s Jun B 2019 MiTek Indust les, Inc. Wed Jul 10 11:56:08 2019 Page 1 ID:G02uLjLOSskeNyYxehkkhyzGs7U-J1vnAa00gmDyY0X4UxyMwebXTOCiayhIwySoK?yoTpL 6-0-0 6-745 6-0-0 0-7-15 H 6-0-0 6-0-0 CSI. TC 0.57 BC 0.30 WB 0.00 Matrix-P DEFL. in (loc) I/dell Lid Ver1(LL) -0.07 2-5 >999 360 Vert(CT) -0.12 2-5 >588 240 Horz(CT) -0.00 4 n/a n/a Scale = 1:23.5 17; PLATES GRIP MT20 185/148 Weight: 18 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 5=Mechanical, 3=0-3-0. (lb) - Max Horz 2=115(LC 10) Max Uplift AU 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 2=418(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (12) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4,8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1_60 plate grip DOL=1.60 2) 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2, 3. 11) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 3. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR-7473 rev, 70/03/2015 BEFORE USE, Design valid for use only with Mile108 connectors. This design is based ony upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applIcabiltly of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPll Quality Criteria, DSB-09 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. MiTek' 250 Klug Circle Corona, CA 92880 Job J1034975 Truss J226 Truss Type Jack -Open Qty 1 Ply Gary Sidhu//RE K6363060 Truss Co, Sumner, WA 0 4x4 H 8-0-0 8-0-0 8-0-0 8-0-0 Job Reference (optional) 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11;56:09 2019 Page 1 1D:G02uLjLDSskeNyYxehkkhyzGs7U-n0T9Ow1ob3LpAY6G2fUbTr7fBgT1JPxu9cCMsSyzTpK 17-10-15 9-10-15 Scale = 1;50.6 Plate Offsets (X,Y)-- [1:0-1-8,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 lncr YES Code IRC2015/TP12014 CSI. TC 0.76 BC 0.62 WB 0.00 Matrix -MP DEFL. in (loc) 1/defl Ud Vert(LL) -0.22 9-12 >438 360 Vert(CT) -0.39 9-12 >242 240 Horz(CT) -0.01 8 n/a n/a PLATES GRIP MT20 1 85/148 Weight: 35 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 `Except' 1-3: 2x4 OF No.1&Btr BOT CHORD 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) 8=Mechanical, 1=0-5-8, 9=Mechanical, 2=0-3-0. (Ib) - Max Horz 1=247(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 8, 4, 5, 6, 7 except 2=-107(LC 10) Max Gray All reactions 250 Ib or less at joint(s) 8, 9, 4, 5, 6, 7 except 1=323(LC 1), 2=305(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 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 at joint(s) 4, 5, 6, 7. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 4, 5, 6, 7 except (jt=Ib) 2=107. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 4, 5, 6, 7. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. July 10,2019 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 1 SD3aol5 BEFORE USE. Design valid for use only wall MiTek® connectors. This design is based on upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building desgn. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stabilty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and SCSI Building Component Safetylnformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Job (Truss Truss Type Qty Ply Gary Sidhu//RE K6363061 J1034975 JD200 Jack -Open Girder j 1 i Job Reference (optional) Truss umner, WA -2-0-0 1-10-15 2-0-0 1-10-15 Special B 240 s Jun B 2019 MiTek Industries, Inc. Wed Jul 10 11:56:13 2019 Page 1 ID:G02uLjLDSskeNyYxehkkhyzGs7U-g_igEH4XfIrEe9Q1HVYXd0IQ_RyFFDxU3EAZ?DyzTpG 6-0-0 4-11-0 Scale = 1:15.4 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 NO Code IRC2015/TP12014 CSI. TC 0.32 BC 0.09 WB 0.00 Matrix-P DEFL. in (loc) 1/defl 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: 18 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS REACTIONS. (Ib/size) 3=12/Mechanical, 2=312/0-5-8, 4=41/Mechanical Max Horz 2=50(LC 10) Max Uplift 3=-54(LC 16), 2=-38(LC 10) Max Gray 3=36(LC 18), 2=313(LC 17), 4=100(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. NOTES- (15) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 23,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Refer 10 girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2, 11) Use USP JUS24 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent at 1-11-4 from the left end to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber, 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 42 Ib down and 30 Ib up at 1,10-13 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 15) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pl1) Vert: 1-3=-66, 2-4=-14 Concentrated Loads (Ib) Vert: 3=-25(B) July 10,2019 ARNiNG - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 rev. 10,01'2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is far an individual building component, not a truss system Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into Ole overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing is always required for stabitity and to prevent collapse with possible personal injury end property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Duality Criteria, DSB-89 and SCSI Building Component Safelylnformalion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. iTek" 250 Klug Circle Corona, CA 92880 Job 7 (Truss J0201 Truss Type Jack -Open IQty 11 Ply Gary Sidhu/lRE K6363062 Truss Co, Sumner, WA -2-0-0 Job Reference (optimal) 8.240 s Jun 8 2019 MtTek Industries, Inc. Wed Jul 10 11:56.13 2019 Page 1 ID:G02uLjLDSskeNyYxehkkhyzGs7U-g_igEH4Xf1rEe9Q1 HVYXdhIQpRNFDxU3EAZ?DyzTpG 3-10-15 2-0-0 3-10-15 4 6 6 Scale = 1:16.8 Plate Offsets (X,Y)-- [2:Edge,0-2-10] 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 0.34 BC 0.30 WB 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: 15 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=74/Mechanical, 2=352/0-5-6, 4=40/Mechanical Max Horz 2=77(LC 10) Max Uplift 3=-35(LC 10), 2=-38(LC 10) Max Grav 3=91(LC 17), 2=357(LC 17), 4=97(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) 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. 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 psi on overhangs non -concurrent with other live bads. 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 11) All dimensions given in feel -inches -sixteenths (FFIISS) format. July 10,2019 WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mlt-7473 rev, 10103I2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for en individual building component, not a truss system, Before use, Me building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss weD and/or chord members only. Additional temporary and permanent bracing is always required for stabwity and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSt/TPI7 quality Criteria, DSB•89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Kiug Circle Corona, CA 92880 Job Truss J1034975 Truss Co, JD202 umner, WA Truss Type Jack -Open _2-0-0 IOty ]Ply GarySidhu//RE Job Reference (optiosal) K6363063 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:56:14 2019 Page 1 ID:G02uLjLDSskeNyYzehkkhyzGs7U-8BG2Rd49Qcz5GJ?DrC3mAvrZsrF6_gBeluv7XfyzTpF 5-10-15 2-0-0 5-10-15 6-0-0 Scale = 1:21,7 Plate Offsets (X,Y)-- [2:Edge,0-2-10] 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 Inv YES Code IRC2015/TP12014 CSI. DEFL. in (loc) I/deft LJd TC 0.51 Vert(LL) -0.07 2-4 >999 360 BC 0.30 Vert(CT) -0.12 2-4 >588 240 WB 0.00 Horz(CT) -0.00 3 n/a n/a Matrix-P PLATES GRIP MT20 185/148 Weight: 17 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=156/Mechanical, 2=402/0-5-8, 4=40/Mechanical Max Horz 2=105(LC 10) Max Uplift 3=64(LC 10), 2=-45(LC 10) Max Gray 3=191(LC 17), 2=412(LC 17), 4=97(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown, Structural wood sheathing directly applied or 5-10-15 oc purlins. Rigid ceiling directly applied cr 10-0-0 oc bracing. NOTES. (11) 1) Wnd: ASCE 7-10; Vuft=110mph (3-second gust) Vasd=87mph; TCDL=4,8ps1; BCDL=4.2psf; h=25ft; Cat. kl; 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 nonconcurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 6) ' This truss has been designed fora live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 2. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. ARNING - VerRy rieslgn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M147473 rev. 10,03/2015 BEFORE USE. n valid for use only with MTehilD connectors. This design is based only upon parameters shown, and i5 for an individual building component, not system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall sign. Bracing indicated Is to prevent Duckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to preverd collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSITIPII Qualify Criteria, DSB-89 and 8C51 Building Component Safety lnfrrmetion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, 250 Kiug Circle Corona, CA 92880 Job Truss Truss Type Jack -Closed Qty i1 Ply Gary Sidhu//RE K6363064 J1034975 IJD203 Truss Co, Sumner, WA -2-0-0 ob Reference (optional 8,240 $ Jun 8 2019 MiTek Industries, Inc, Wed Jul 10 11:56:15 2019 Page 1 ID:G02uLjL0SskeNyYxehkkhyzGs7U-cNgQez5n6v5yuTZQPwa?j6NktFbhj7QnXYfg45yzTpE 6-0-0 2-0-0 6,00 (12 3x4 — 6-0-0 6-0-0 3 4 3x4 II 6-0-0 Scale= 1:22.0 Plate OffsetsLX,Y)-- [2:0-2-9,0-1-8] LOADING (psf) 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 1RC2015/TP12014 CS!, TC 0,49 BC 0.28 WB 0.00 Matrix -MP DEFL, in (loc) I/deft Lid Vert(LL) -0.06 4-7 >999 360 Vert(CT) -0.10 4-7 >571 240 Horz(CT) 0.00 2 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. (Ib/size) 4=212/Mechanical, 2=389/0-5-8 Max Horz 2=96(LC 9) Max Uplift 4-32(LC 10), 2=-53(LC 10) Max Gray 4=247(LC 17), 2=399(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES• (10) 1) Wrnd; ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4,8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; C1=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent wrth 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) All bearings are assumed to be HF No,2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev, 70/03/201 S BEFORE USE, Design valid for use only with MiTek® connectors, This design is based only upon parameters shown, end is for en individual building component, not a truss system. Before use. the building designer must verily the applicability of design parameters and properly incorporate Ibis design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for slablt"dy and to prevent collapse wan possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PII Quality Crfterla, DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Mil MiTek' 250 Klug Circle Corona, CA 92880 Job Truss Truss Type Qty Ply Gary Sidhu//RE K6363065 J1034975 `JD204 (Jack -Closed 1 1 Job Reference (optional) Truss Co, Sumner, WA Plate Offsets (X,Y)-- [2:0-2.9,0.1-8]_- LOADING (psi) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 -2-0-0 2-0-0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015fTP12014 8 240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:56:15 2019 Page 1 ID:G02uL)LDSskeNyYxehkkhyzGs7U-cNgQez5rBv5yuTZQPwa?(SNktFbh(7QnXYfg45yzTpE 6-0-0 .._...__-..... I 6-0-0 3 6-0-0 6-0-0 CS'. TC 0.49 BC 0.28 VMS 0.00 Matrix -MP DEFL. in (loc) I/defl Lid Vert(LL) -0.06 4-7 >999 360 Vert(CT) -0.10 4-7 >671 240 Horz(CT) 0.00 2 nia n/a PLATES GRIP MT20 185/148 Scale = 1:22.0 Weight: 21 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No WEBS 2x4 HF Stud REACTIONS, (lb/size) 4=212/Mechanical, 2=389/0-5-8 Max Harz 2=96(LC 9) Max Uplift 4=-32(LC 10), 2-53(LC 10) Max Gray 4=247(LC 17), 2=399(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. (10) 1) Wnd: 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 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 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 al joint(s) 4, 2. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rnv, 10/031201S BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. &acing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding ere fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Qualify Criteria, DSB-89 and SCSI Building Component Sefefy Infotmefion available born Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ■■ July 10,2019 MiTek' 250 t(tug Circle Corona, CA 92880 4 Job J1034975 Truss JD205 Truss Co, Sumner, WA Truss Type Jack -Closed -2-60 2-0-0 PtY Ply [Gary SidhuHRE 1 1 !Job Reference (optional) K6363056 8.240 s Jun 8 2019 MiTek Industries. Inc_ Wed Jul 10 11:56:16 2019 Page 1 ID•GO2uljLDSskeNyYkehkkhyKis7U-4ZOosJ6PyDaNc8cyd6EFKwvdfwwSagwmCODcYyzTpD 6-0-0 6-0-0 6-0 Plate Offsets (X,Y)71. [2:0-2-9,0-1-51 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 I. TC 0.49 BC 0.28 WB 0.00 Matrix -MP 6-0 Scale n 1:22,6 DEFL. in (loc) !Neil Ltd Vert(LL) -0.06 4-7 >999 360 Vert(CT) -0.10 4-7 >671 240 Horz(CT) 0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight: 21 Ib FT i= 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing dictly applied or 6-0-0 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. REACTIONS. (Ib/size) 4=212/Mechanical, 2=389/0-5-8 Max Horz 2=96(LC 9) Max Uplift 4=-32(LC 10), 2=-53(LC 10) Max Gray 4=247(LC 17), 2=399(LC 17) FORCES. (Ib) - Max Comp./Max Ten. - All forces 250 (Ib) or less except when shown. NOTES- (10) 1) VVind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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 arty 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 reclangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. 10) At dimensions given in feet -inches -sixteenths (FFIISS) format. A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 rev. 10/03/2015 BEFORE USE Design valid for use only with Mr -eke connectors. This design is based any upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delNery, erection and bracing of trusses and truss systems, see ANSIITPt1 Quality Crtterf DSB-89 end BCSI Buitcling Component Safety Informetion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' 250 Krug Circle Corona, CA 92880 • IJob J103497 iTruss J0206 Truss Type Jack -Closed Oty Ply Gary Sidhu//RE K6363067 Job Reference (optio•oal) Truss Co, Sumner, WA 8.240 s Jun B 2019 MiTek industries, Inc. Wed Jul 10 11:56:16 2019 Page 1 ID: G02uLj LDSskeNyYxehkkhyzGs7U-4ZOosJ6PyD fipVc8cyd6E FKwvdfwwSagwmC ODcYyzTpD 6-0-0 H -2-0-0 2-0-0 6-0-0 3 3x4 I� 6-0-0 6-0 Scale = 122.0 Plate Offsets (X,Y)-- [2:0-2-9,0-1-81 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 0.49 BC 0,28 WB 0.00 Matrix -MP DEFL. in (Ioc) I/dell LJd Vert(LL) -0.06 4-7 >999 360 Vert(CT) -0.10 4-7 >671 240 Horz(CT) 0.00 2 n/a n/a PLATES GRIP MT20 185/148 Weight 21 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 4=212/Mechanical, 2=389/0-5-8 Max Harz 2=96(LC 9) Max Uplift 4=-32(LC 10), 2=-53(LC 10) Max Gray 4=247(LC 17), 2=399(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (10) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 23.opsf on the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. July 10,2019 ARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev- 10.12312015 BEFORE USE. n valid for use only with Miele connectors. This design is based only upon parameters shown, and is for an individual building component, not truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSV TPII Quality Criteria, DSB-89 and SCSI Building Component Safetylnfonnetion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. T k 250 Klug Circle Corona, CA 92880 Job IJ1034975 Truss Co, lTruss Truss Type JD207 1Jack-Closed Gary Sidhu//RE ob Reference o tional K6363068 umner, WA -2-0-0 2-0-0 .2409 Jin 8 2019 MiTek Industries. Inc. Wed Jul 10 11:56:17 2019 Page 1 ID:G02ut.j1..DSskeNyYxebkkhyzGs7U-Ymy63f71iXl g7mjoVVKdToXS4N3G981w4_s8n8_yzTpC 6-0-0 6-0-0 Plate Offsets,(,Y)-- [2: 2- , 1-81 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/TP12014 CSI. TC 0.49 BC 0.28 VVB 0.00 Matrix -MP 3 6-0-0 6-0-0 DEFL. in (loc) I/defl L/d Vert(LL) -0.06 4-7 >999 360 Vert(CT) -0,10 4-7 >671 240 Horz(CT) 0.00 2 n/a n/a PLATES GRIP MT20 185/148 Scale 1:22.0 Weight: 21 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (Ib/size) 4=212/Mechanical, 2=389/0-5-8 Max Horz 2=96(LC 9) Max Uplift 4=-32(LC 10), 2=-53(LC 10) Max Grav 4=247(LC 17), 2-=399(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (10) 1) VOnd: 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 Da-1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp S; 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. ARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED 511TEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mifeke) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss sysiern. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to preyerrt collapse with possible personal injury and property damage. For general guidance regarding Ole fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component Seely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. July 10,2019 k' 250 Klug Circle Corona, CA 92880 4 Job 1J1034975 Truss R01 iTruss Type Corner Rafter Qly 2 Ply 1 Gary SidhullRE K6363069 TrJss Co. Sumner, WA x,Y LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 11-2-4 2-9-15 11-2-4 SNP3 SNP3 SNP3 NAILED 14 NAILED NAILED 13 NAILED 4x8 --= 12 4x8 4x8 4x8 4x8 4x8 458 4,24 112 [2,0-2-0,0-2-0], [3.0.1-4,9-2-0] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 Job Reference (optional) 8,240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11,56,19 2019 Page 1 ID:GD2uLjLDSskeNyYxehkkhyzGs7U-U84xULSIE8c0M4tHerfxtyYL8-501fxQNSAdtDsyzTpA 28-10-6 3, ,. NAILED 6 NAILED 5 4 17-8-2 4.24 112 NAILED NAILED 7 NAILED 9 CSI. TC 0.79 BC 0.00 VVB 0.00 Matrix -MP DEFL. in (loc) I/defl L/d Vert(a) -0.26 2-3 >518 360 Vert(CT) -0.31 2-3 >434 240 Horz(CT) -0.00 10 n/a n/a NAILED 10 11 N PLATES GRIP MT20 185/148 Scale 1:60.9 Weight: 65 Ib FT = 20% LUMBER - TOP CHORD BOT CHORD 2x4 HF No.2 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. REACTIONS. All bearings 0-2-2 except (jt=length) 2=0-7-6, 3=0-4-4. (Ib) - Max Horz 2=319(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 4, 6, 7, 8, 9, 10 except 2=-124(LC 6), 3=-252(LC 10) Max Gray All reactions 250 Ib or less at joint(s) 4, 6, 7, 10 except 2=625(LC 1), 3=759(LC 1), 8=308(LC 17), 9=301(LC 17) FORCES. (lb) - Max, Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-302/137 NOTES- (19) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pi=25.0 psi (flat roof snow); Category II; Exp B; Partially Exp.; C1=1,10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other Five 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 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 at joint(s) 4, 6, 7, 8, 9, 10. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 6, 7, 8, 9, 10 except (jt=lb) 2=124, 3=252. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4, 6, 7, 8, 9, 10, 12) Use USP SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 8-5-6 from the left end to connect truss(es) to front face of top chord, skewed 45.0 deg.to the left, sloping -26.6 deg. down. 13) Use USP SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 8-5-6 from the left end to connect truss(es) to back face of top chord, skewed 45.0 deg.to the right, sloping -26.6 deg. down. 14) 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 11-3-5 from the left end to connect truss(es) to back face of top chord, skewed 45.0 deg.to the right, sloping -26.6 deg. down. 15) Fill all nail holes where hanger is in contact with lumber. 16) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 17) 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. iditklailli45)theteSSE(S) section, loads applied to the face of the truss are noted as front (F) or back (liT A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE IVII-747.3 rev 10/03/201S BEFORE USE. Design valid for use only with MiTeklt connectors. This design is based only upon parameters shown, and is fcr an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANSIIIPI1 Quality Criteria, DS8-89 end BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. July 10,2019 MI M iTek' 250 Klug Circle Corona, CA 92880 Job J1634975 Truss RO1 Truss Type Corner Rafter Oty 2 Ply 1 Gary Sidhui/RE K5363669 Job Reference (optional) Truss Co, Sumner, WA 19) All dimensions given in feet -inches -sixteenths (FFIISS) format. 8240 s Jun 8 2019 MiTek Indusiries, Inc. Wed Jul 10 11:56:19 2019 Page 2 ID: G02ut.;LDSskeNyYxehkkhyzGs7 U-U84xUF81E8c0M4tBelfxlyYL8s01fxQNSAdIDsyzTpA LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-1 1=66 Concentrated Loads (lb) Vert: 3=-184(B) 6=-0(B) 7=-3(8) 8=5(B) 9=8(B) 10=-30(8) 12=52(F=26, B=26) 13=16(F=-14, B=-2) 14=-207(F=-110, 8=-98) WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/0312015 BEFORE USE. sign valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not uss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate Nis design into the overall (ding design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing (ways required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the rlcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Duality Criteria, DSB-89 and SCSI Building Component retylnfonnatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. IT IC 250 Klug Circe Corona, CA 92880 Job • Truss Truss Type 0ty Ply Gary Sidhu RE K6363070 J1034975 Truss Co, Sumner, WA R02 Rafter 1 Job Reference (optional) 8.240 s Jun 8 2019 MTek Indushies, Inc. Wed Jul 10 11:56:19 2019 Page 1 ID:G02uLjLDSskeNyYxehkkhyzGs7U-U84xUL81E8c0M4tBelfxtyYPys01 fxQNSAdtDsyzTpA 8-0-1 2-8-12 2-8-12 2 9-13 o- - 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 IRC2015TTP12014 8-0-1 5-7-12 2-9-15 5-8-13 0-11-11 2-3-4 4 Scale = 1.15.7 CS I. TC 0.55 BC 0.00 WH 0.00 Matrix -MP LUMBER - TOP CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 2=307/0-2-2, 3=221/0-2-2 Max Horz 2=84(LC 6) Max Uplift 2=118(LC 6), 3=-81(LC 7) Max Gray 2=307(LC 1), 3=282(LC 16) DEFL. in (loc) I/defl Vert(LL) 0.04 2-3 >883 Vert(CT) 0.05 2-3 >690 Horz(CT) -0,00 3 n/a LJd 360 240 n/a PLATES GRIP Weight: 10 Ib FT = 20% FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft, Cat. II; Exp 6; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=Ib) 2=118. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. July 10,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIC REFERENCE PAGE M11.1477 rev, 10103/Z015 BEFORE USE. sign valid for use only with MiTelat9 connectors. This design is based ony upon parameters shown, and is for an individual building component, not nus system. Before use, the building designer muss verify the applicability of design parameters and properly incorporate this design into the overall Itding design. Bracing indicated is to prevent budding of individual truss web andlor chord members any. Additional temporary and permanent bracing always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the eicalion, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DS8-89 end SCSI Building Component fely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 t Job J1034975 Truss Co, ;Truss R03 Sumner, WA -2.9,15 Truss Type Corner Rafter 11-2-4 2-9-15 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 11-2-4 NAILED NAILED SNP3 SNP3 12 4x8 4,24 12 Qty 1 ID:G02u SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inc( NO Code IRC2015fTP12014 CSI. TC 0.79 BC 0.00 WB 0.00 Matrix -MP NAILED 3x6 SNP3 Ply Gary Sidhul/RE Job Reference (_optional) K6363071 8 240 s Jun 8 2019 MiTek Indusuies, Inc. Wed Jul 10 11:56.21 2019 Page 1 DSskeNyYxehkkhyzGs7U-RXBhvOAYmIs6c01ZIAhPyNdhe9iV7gvfvU6, HlyzTp8 27-9-11 1 NAILED 16-7-6 4.24 12 NAILED 7 Scale = 1:58.1 9 DEFL. in (loc) Udell Lid Vert(LL) -0.26 2-3 >518 360 Vert(CT) -0.31 2-3 >434 240 Horz(CT) -0.00 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 63 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 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. REACTIONS. All bearings 0-2-2 except (jt=length) 2=0-7-6, 3=0-4-4. (Ib) - Max Horz 2=307(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 4, 5, 6, 7, 8 except 2=-129(LC 6), 3—251(LC 10) Max Gray All reactions 250 Ib or less at joint(s) 4, 5, 7 except 2=625(LC 1), 3=757(LC 1), 6=270(LC 17), 8=514(LC 17) FORCES, (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 2-3=-289/137 NOTES- (19) 1) Wnd: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4,8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 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 at joint(s) 4, 5, 6, 7, 8. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 5, 6, 7, 8 except (jt=1b) 2=129, 3=251. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 2, 3, 5, 6, 7, 8. 12) Use USP SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 8-5-6 from the left end to connect truss(es) to front face of top chord, skewed 45.0 deg.to the left, sloping -26.6 deg. down. 13) Use USP SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 8-5-6 from the left end to connect truss(es) to back face of top chord, skewed 45.0 deg.to the right, sloping -26.6 deg. down. 14) 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 11-3-5 from the left end to connect Vuss(es) to back face of top chord, skewed 45.0 deg.to the right, sloping -26.6 deg. down. 15) Fill all nail holes where hanger is in contact with lumber. 16) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 17) 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. 0100,1130 1 W$SE(S) section, loads applied to the face o1 the truss are noted as front (F) or back (8), A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must vent' the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanerd tracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Duality Criteria, DS8-89 and SCSI Building Component Safetylnformetion available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tek' 250 Kiug Circle Corona, CA 92880 POb J1034975 1Truss IR03 !Truss Type Corner Rafter Qty Ply Gary Sidhuf/RE 1 K6363071 Job Reference (optional) Truss Co, Sumner, WA 8.240 s Jun 0 2019 MiTek Industries, Inc. Wed Jul 10 11:56:21 2019 Page 2 ID:CD2uLjLOSskeNyYxerikkbyzGs7U-RX0hvOXYmIs6c01ZIAbPyNdhegiV7qvfyU6 JilyzToti 19) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Uead + Snow (balanced): Lumber Increase=1,15, Plate Increase-1.15 Uniform Loads (plf) Vert: 1-9=-66 Concentrated Loads (Ib) ' Vert: 3=-184(B) 5=-0(B) 6=-3(B) 7-5(B)8-5(B) 10=52(F=26, B=26) 11=-16(F-14, B=-2) 12=-207(F-110, B-98) WARNING-. Verily design parameters and READ NOTES ON TNIS AND INCLUDED MITER REFERENCE PAGE NIII-7473 rev. NAT3/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate !his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stabiiity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. iTek. 250 ktug Circle Corona, CA 92880 Job J1034975 Truss R04 Truss Type Corner Rafter City Ply 1 Gary Sidhu//RE K6363072 Truss Co, Sumner, WA 3.1-7 2-9-9 0-13-14 2-9-9 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 Job Reference (optional) 8 240 s Jun B 2019 MTek Industries, Inc. Wed Jul 10 11:56:23 2019 Page 1 ID: G02uLjLDSskeNyYxehkkhyzGs7U-NwJSKi8olN6prhBytbkl1 oil GTNzbkPyNob5MeyzTp6 18-8-1 --I 18-8-1 4.24 112 NAILED NAILED 8 8-6-12 SNP3 4 14-1-9 5-5-5 2-9-15 2-8-14 NAILED NAILED 17-0-1 1 2. 11.1 Scale: 3/8"=T I SPACING, 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015ITP12014 CS!. TC 0.79 BC 0.00 WH 0.00 Matrix-MSH DEFL. in (loc) 1/defl L/d Vert(LL) -0.07 2-3 >880 360 Vert(CT) -0.08 2-3 >830 240 Horz(CT) -0.00 6 n/a n/a PLATES GRIP Weight: 23 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 REACTIONS. All bearings 0-4-4 except (jl=length) 2=0-7-12, 3=0-4-4, 5=0-2-2. (Ib) - Max Horz 2=191(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 3, 4, 5, 6 except 2=-129(LC 6) Max Gray All reactions 250 Ib or less al joint(s) 3, 5 except 2=445(LC 1), 4=294(LC 16), 6=340(LC 16) BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. • All forces 250 (Ib) or less except when shown. NOTES- (14) 1) Wnd: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) ' This truss has been designed for a 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 4, 5, 6 except (ft=1b) 2=129. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4, 5, 6. 9) 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 11-3-5 from the left end to connect truss(es) to back face of top chord, skewed 45.0 deg.to the right, sloping -26.6 deg. down. 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"x3.25") toe -nails per NDS guidlines. 12) 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. 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 1) Dead + Snow (balanced): Lumber Increase=1.15. Plate Increase=1.15 Uniform Loads (Of) Vert: 1-7=-66 Concentrated Loads (Ib) Vert: 4=-98(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rov. 10/03/2015 BEFORE USE. Design val,d for use only with Mifek® connectors. Thls design is based only upon parameters shown. and Is for an individual building component, not a tntss system. Before use, the building designer must verify the applicability of design parameters end properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and buss systems, see ANSI/TP11 Qualify Criteria, DSB-89 end BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. July 10,2019 Job Truss aty Ply Gary Sidhu//RE K6363073 J1034975 Truss Co, Sumner, WA R05 Truss Type Corner Rafter 7-4-5 Job Reference (optional) 8.240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:56:24 2019 Page 1 ID:GO2uLILDSskeNyYkehkkhyzGs7U-r6teX2CD3gEgTr180JF6a?FLotICKBf6bSKeu4yzTp5 2 2-9-13 7-4-5 4,24 112 NAILED 5 5-8-15 4 NAILED 7 Lk/ 7,45 2-9-13 2-11-1 0-2- 1 5-4 Scale = 1:17.1 LOADING (psf) TCLL 25.0 (Roof Snow=25,0) TCDL 8.0 BCLL 0.0 • BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1,15 Rep Stress Incr NO Code IRC2015TTP12014 REACTIONS. (lb/size) 1=91/Mechanical, 2=158/0-2-2, 3=233/0-4-4 Max Horz 1=69(LC 6) Max Uplift 1=-5(LC 6), 2=-53(LC 6), 3=-67(LC 6) Max Grav 1=91(LC 1), 2=158(LC 1), 3=274(LC 16) CS I. TC 0.22 BC 0.00 W3 0,00 Matrix -MP DEFL. in (loc) I/defl Vert(LL) -0.01 1-2 >999 Vert(CT) -0.01 1-2 >999 Horz(CT) -0.00 3 n/a FORCES, (lb) - Max, Comp./Max Ten. - All forces 250 (lb) or less except when shown BRACING - TOP CHORD BOT CHORD Lid 360 240 n/a PLATES GRIP Weight: 9 Ib FT . 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (12) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat, II; Exp 6; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 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 lb uplift at joint(s) 1, 2, 3. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 10) "NAILED" indicates 3-10d (0.148"x3") or 2-12d (0.148x3.25") toe -nails per NDS guidlines. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-747.3 rev. 10/03/2015 BEFORE USE. Design valid for use only with hiliTelfilti connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building desqn. Bracing indicated Is to prevent buckling o/ individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualify Crfterfa, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92550 Job IJ1034975 Truss lTruss Type R06 Corner Rafter Qty 1 Ply Gary Sidhu//RE 1 K6363074 Truss Co, Sumner, WA -2-9-15 6-7-2 Job Reference (optional) 8.240 s Jun 8 2019 MiTek Indusdies, Inc. Wed Jul 10 11:5627 2019 Page 1 ID:G02uLjLDSskeNyYxehkkhyzGs7U-FhYzA4FJMbcFKJUj6RopCe1774IVXYOYHQZJVPyzTp2 18-11-10 2-9-15 6-7-2 NAILED NAILED 4x4 NAILED NAILED 4.24 112 4x4 NAILED NAILED 3x6 SNP3 12-4-8 4.24 12 SNP3 Scale = 1:44.2 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 CST. TC 0.79 BC 0.00 WB 0.00 Matrix -MP DEFL. in (loc) I/dell Ltd Ver1(LL) -0.03 7-8 >999 360 Vert(CT) -0.04 7-8 >859 240 Horz(CT) -0.00 8 n/a n/a PLATES GRIP MT20 185/148 Weight: 42 Ib FT = 20e%o LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 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. REACTIONS. All bearings 0-2-2 except (jt=length) 2=0-7-6, 3=0-4-4. (Ib) - Max Horz 2=222(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 8 except 2-110(LC 6), 3=-106(LC 10), 7=-107(LC 6) Max Gray All reactions 250 Ib or less at joint(s) 5 except 2=462(LC 1), 3=282(LC 1), 6=304(LC 17), 7=397(LC 17), 8=326(LC 17) FORCES, (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (16) 1) Wrnd: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp., Ct=1.10 3) Unbalanced snow Toads 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 pst on overhangs non -concurrent with 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 6, 7, 8. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 8 except (jt=Ib) 2=110, 3=106, 7=107. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 5, 6, 7, 8. 11) Use USP SNP3 (With S-6d x 1-1/2 nails into Girder 8 6-8d x 1-1/2 nails into Truss) or equivalent spaced at 2-9-15 oc max. starting at 14-1-4 from the left end to 16-11-3 to connect truss(es) to front 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 (B). 16) 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 'ARNING- Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10103/201S BEFORE USE. Design valid for use only with MTek®D connectors. This design is based ony upon parameters shown, and is for an individual Wilding component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. July 10,2019 lek' 250 Kbug Circle Corona, CA 92880 Job J1034975 Truss CO, !Truss R06 Truss Type Comer Rafter Qty 1 Ply 1 Gary Sidhu//RE Job Reference_Optional K6363074 Sumner, WA 8.240 s Jun 8 2019 MiTek Indusfries, Inc. Wed Jul 10 11:5627 2019 Page 2 ID: G02 ILjLDSskeNyYxehkkhyzGs7U-FhYzA4FJMbcFKJUj6RopCeti741vXYOYHQZJV PyzTp2 LOAD CASE(S) Standard Uniform Loads (pit) Vert; 1-9=-66 Concentrated Loads (lb) Vert: 10=26(F) 11—38(F=-2, 8=-36) 12=-37(F) 14=-131(F) 15'-224(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MJTEK REFERENCE PAGE M157473 rev. 10/03/2015 BEFORE USE. 17a5ign valid ruse only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 end BCSl Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 250 Klug Circle Corona, CA 92880 • Job J103'4975 Truss R07 Truss Type lQty lPly Corner Rafter 1 1 Gary Sidhu/tRE K6363075 Truss Co, Sumner, WA 3 -2-9-15 , 2-9-15 8-4-5 8-4-5 4.24 112 NAILED NAILED 4x4 4x4 4x4 [6- LOADING (psh TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BCDL 7.0 SNP3 4x4 3 NAILED 14 4x4 4x4 4.24 [12 3x6 5 Job Reference_(2ptional) 6.240 s Jun 8 2019 MiTek Indust:les, Inc. Wed Jul 10 11:56:30 2019 Page 1 ID:GO2uLjLOSskeNyYxehkkhyzGs7U-gGE5o5HBfVV_dBmDInZMWqGVDNImckv8 Nnz6kyzTp? 28-10-6 20-61 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 WE 0.00 Matrix -MP 3/16',1[ 11 12 9 DEFL. in (loc) 1/dell L/d Vert(LL) -0.04 2-3 >999 360 Vert(CT) -0.06 2-3 >999 240 Horz(CT) -0.01 11 n/a n/a PLATES GRIP MT20 185/148 Weight: 58 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x6 DF SS BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied cir 10-0-0 oc bracing. REACTIONS. All bearings 0-2-2 except (ji=length) 2=0-7-6, 3=0-4-4, 10=0-6-6, (Ib) - Max Horz 2=320(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 5, 6, 7, 8, 9, 10, 11 except 2=-110(LC 6), 3=-157(LC 10) Max Grav All reactions 250 lb or less at joint(s) 5, 6, 7, 8, 11 except 2=519(LC 1), 3=427(LC 1), 9=300(LC 17), 10=3D5(LC 17) FORCES. (Ib) - Max Comp./Max. Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-287/60 NOTES- (16) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCOL=4.8psf; BCDL=4.2psf; h=251t; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; C1=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads, 5) This truss has been designed for a 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 6, 7, 8, 9, 11. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 6, 7, 8, 9, 10, 11 except (jt=Ib) 2=110, 3=157. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 5, 6, 7, 8, 9, 10, 11. 11) Use USP SNP3 (Wth 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 8-5-6 from the left end to connect truss(es)to front face of top chord, skewed 45.0 degto the left, sloping -26.6 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 (0.148x3.25") 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 (B). 16) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard ontiued ors oa,oe 2 July 10,2019 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev, 10/0312015 BEFORE USE, Design valid for use only with MiTekra connectors. This design is based onhi upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propely incorporate this design into Inc overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection arid bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Infomuttion available from Truss Plate Institute, 218 N. Lee Street, Sure 312, Alexandria, VA 22314. MiTek' 250 Klug Cirole Corona, CA 921011 a-; Job J1034975 L_W Truss Co, Sumner, WA Truss R07 Truss Type Corner Rafter LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1,15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-12=-66 Concentrated Loads (lb) Vert: 3=-98(F) 14=-2(F) Qty Ply Gary Sidhu//RE K6363075 1 Job Reference (optional) 8 240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:56:30 2019 Page 2 ID:G02uLjLOSskeNyYxehkkhyzGs7U-gGE5o5HBfW_gBmDInZMWgGVDNImckv8 _Nnz6kyzTp? AWARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII•7473 rev. 10M3/2e15 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. 1111 MiTek` 250 Klug Circle Corona, CA 92880 1 Job • J1034975 Truss ROB Truss Type Corner Rafter Ply 1 Gary Sidhuf/RE K6363076 Truss Co, Sumner, WA 6.7 Job Reference (optional) 240 s Jun 8 2019 MiTek Industries, Inc. Wed Jul 10 11:5632 2019 Page 1 ID:G024)LOSskeNyYxehkkhyzGs7U-ceMsDnISA7EYO4Nftu_0_vhabl5S4CpeHRhG39cyzToz 4-7-12 4-7-12 2-7-11 2- 2 4-7-12 0-1- 1.11-0 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 0 sit Scale, 1:126 CSI. TC 0.70 BC 0.00 VVB 0.00 Matrix -MP DEFL. in (loc) 1/dell Vert(LL) 0.01 1-2 >999 Vert(CT) 0.01 1-2 >999 Horz(CT) -0.00 2 n/a L/d 360 240 n/a PLATES GRIP Weight: 6 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 REACTIONS. (lb/size) 1=76/Mechanical, 2=571/0-2-2 Max Horz 1=42(LC 6) Max Uplift 1=-14(LC 11), 2=-159(LC 7) Max Grav 1=76(LC 1), 2=579(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 4-7-12 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (15) 1) VtAnd: 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) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate al joint(s) 2. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift al joint(s) 1 except (jt=lb) 2=159. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 10) Use USP SNP 3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent al 1-0-5 from the left end to connect truss(es) to back face of top chord, skewed 45.0 deg.to the right, sloping -26.6 deg. down, 11) Use USP SNP 3 (Wth 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 3-10-4 from the left end to connect truss(es) to back face of top chord, skewed 45.0 deg.to the right, sloping -26.6 deg. down. 12) Fill all nail holes where hanger is in contact with lumber. 13) A minimum of (6) 8d x 1-1/2" nails are required into each member for SNP 3 installation. All nailing is required in face of supported chords. For sloped applications, flanges may protrude above or below truss chords. Bending of extended flanges is permitted, 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 15) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (p11) Vert: 1-3=-66 Concentrated Loads (Ib) Vert: 4=-187(B) 6=-158(B) July 10,2019 WARNING - Vorily design pfmtmairo and READ NOTES ON THIS AND INCLUDED MITEO REFERENCE PAGE MII-7473 ro, 10/0311015 BEFORE USE. Design valid for use only with MiTek lb connectors, This design is based only upon parameters shown., and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incomorate This design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web a ndior chord members only. Additional temporary and permanerl bracing is always required for stability and lo prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TPI1 quality Criteria, DSB-119 end BCSI Building Component Safety Infonnetion available from Truss Plate Insblute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 250 Klug Circle Corona, CA 92880 Symbols PLATE LOCATION i 3I " 4 AND ORIENTATION Center plate on joint unless x, y offsets are indicated. NumberingSystem 6-4-8 dimensions Y shown in ft•in•sixteenths A General Failure to Follow Could Damage or Personal Injury 1. Additional stability bracing for buss diagonal or X-bracing, is ahvays 2. Truss bracing must be designed wide buss spacing, individual lateral may require bracing, or alternative bracing should be considered. 3. Need the design loading slackver materialsexceon inadequately 4. Provide copies of this truss design designer, erection supervisor, propedy all other interested parties. 5. Cul members to bear lightly against 6. Place plates on each face of truss joint and embed fully. Knots and locations are regulated by ANSIITPI 7. Design assumes trusses will be Ile environment in accord with 8, Unless otherwise noted, moisture shall not exceed 19% at time of 9. Unless expressly noted, this design use with lire retardant, preservative 10. Camber is a non-structural consideration responsibility of truss fabricator. camber for dead load deflection. 11. Plate type, size, orientation and indicated are minimum plating requirements. 12. Lumber used shall be of the species in all respects, equal to or better specified. 13. Top chords must be sheathed or spacing indicated on design, 14. Bottum chords require lateral bracing less, if no ceiling is installed, 15. Connections not shown are the 16. Do not cut or alter truss member approval of an engineer. 17. Install and load vertically unless 18. Use of green or treated lumber environmental, health or performance project engineer before use, 19, Review all portions of this design and pictures) before use. Reviewing is not sufficient, 20. Design assumes manufacture in ANSIITPI 1 Quality Criteria. SafetyNotes Cause system, required. by an engineer. braces Tor shown and braced trusses. to the building owner each at each wane at joint 1. suitably protected ANSIITPI 1. content fabrication. is not Treated, and General practice location dimensions and size, than that purlins provided at 10 unless otherwise responsibility or plate without indicated may pose risks, (front, back, pictures accordance Property e.g. See BCSI. For themselves never and other. from of lumber applicable for or green lumber. is the is to and at rt. spacing, noted. of others. prior otherwise. unacceptable Consult with words alone with 1 2 TOP CHORDS (Drawings not to scale) 3 ram= Dimensions are in ft-in-sixteenths. ilkApply plates to both sides of truss and fully embed teeth. t U' 116 r TOP CHORD L WEBS 4 p 0 �� PLATE LATERAL BEARING Plate software 4 x kiniP — location SIZE 4 For 4 z 2 orientation, locate plates 0- yro' from outside edge of truss, This symbol indicates the required direction of slots in connectorplates. details available in MiTek 20120 or upon request. The first dimension is the plate width measured perpendicular 10 slots. Second dimension is the length parallel to slots. BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. C7-8 C6-7 C5.6 0 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown, Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber valuesor established by others, ©2012 MiTek® Rights Reserved MiTek Engineering Reference miTek$ 11111111 Sheet: MI1.7473 rev, 10/0312015 Min size shown is for crushing only. Industry ANSIITPI1: DSB-89: BCSI: Standards: National Design Specification for Metal Plate Connected Wood Truss Construction. Design Standard for Bracing. Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 1 ° Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 July 26, 2019 City of Tukwila Attn: Building Official/Plans Examiner Subject: Lot 3 Residential Drainage Design - New Residence 14817 46th Lane S. Tukwila, WA 98168 PN: 004200-0132 (Site: Lot #3 of Tukwila Short Plat) Dear Sir: Drainage and Runoff Management - CORRECTION ITU 1 The above site is a lot of a previous residential short plat. As part cf the short plat approval, a drainage system for the access road was constructed, with an infiltration system sized for the new paved access and for the new residences on the short plat site. The infiltration trench was installed and approved as part of the access requirements, and at that time a 4" PVC storm line stub was run into each lot for future connection. The existing access road catch basin has a tee which protects the gravel bed from silt and debris. Except for connecting the new residence roof lines to the stub, no site drainage is required. The runoff from the new Lot 3 parking pad will sheet flow to the existing catch basin in the paved access. Footing drains are shown leading to a minor (5' x 5' x 5') on -site sump for footing drainage. This method of footing drainage has been used for similar projects in the City in the past and has provided good crawlspace protection. Thank you for your assistance. Sincerely, Bruce S. MacVeigh, P.E. Civil Engineer garysinghlot3spdrainageltr/1947 [EXPIRES: 4/24/?f 26 ..7-C2t '/F RECEIVED CITY OF TUKWILA JUL 2 6 2019 PERMIT CENTEF )City o.f Tukwila July 24, 2019 Department of Community Development GARY SINGH 4642 S 146 ST TUKWILA, WA 98168 RE: Correction Letter # 1 COMBOSFR Permit Application Number D 19-0221 SINGH RESIDENCE - 14817 46 LN S Dear GARY SINGH, Allan Ekberg, Mayor Jack Pace, Director This letter is to inform you of corrections that must be addressed before your development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. 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 I 1 ALS: (Min. size 11x17 to a preferably maximum size of 24x36; all sheets shall be the same size; larger sizes may be negotiable. "New revised" plan sheets shall be the same size sheets as those previously submitted.) "STAMP AND SIGNATURES" (If applicable) For Engineers: "Every page of a plan set must contain the seal/stamp, signature of the licensee(s) who prepared or who had direct supervision over the preparation of the work, and date of signature. Specifications that are prepared by or under the direct supervision of a licensee shall contain the seal/stamp, signature of the licensee and the date of signature. If the "specifications" prepared by a licensee are a portion of a bound specification document that contains specifications other than that of an engineering or land surveying nature, the licensee need only seal/stamp that portion or portions of the documents for which the licensee is responsible." It shall not be required to have each page of "specifications" (calculations) to be stamped and signed; Front page only will be sufficient (WAC 196-23-010 & 196-23-020). Architects: "date" only not required (WAC 308-12-081). (BUILDING REVIEW NOTES) 1. Please provide a Geotechnical site soils report by a registered geotechnical engineer. Report shall specify the load -bearing values of the site soils for footing design requirements and shall specify recommended method for footing drainage/disbursement and/or discharge system sizing. Confirm the footing bearing recommended by the geotechnical engineer is consistent with the structural engineer's calculations. 2. Truss package provided shall not be accepted. Truss calculations have engineers stamp dating back in 2017 and the trusses shown do not accurately reflect the plan set drawings and roof slope. Also, there is no truss framing layout indicating location of the individual trusses from the truss manufacture. Provide an updated and accurate truss package for this house plan with updated and current engineer's signed stamp with date of signature. 3.Provide a roof framing design showing the roof framing, identifying all beams, point loads, girder trusses etc. Remove the notes "TRUSS LAYOUT WILL BE PROVIDED TO THE PLANS EXAMINER 7 DAYS IN ADVANCE...". The manufactures updated truss package shall be provided with the permit application, no exceptions. Provide the required truss documents and remove the note indicated above from the pages within the plan set. 4. The plan shows smoke detectors correctly placed. However, current codes also require Carbon Monoxide (CO) detectors to be placed outside of each separate sleeping area in the immediate vicinity of the bedrooms. Show two CO detectors outside the bedrooms. Main floor shall have one by the bedroom, second floor two. (R315.1) 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98/88 • Phone 206-431-3670 • Fax 206-431-3665 5. General Notes on page 8 reference outdated 2012 codes. Revise code reference to show 2015 and verify all notes are consistent with current codes. 6. Page 5 has the engineer's signature; however, it is missing the stamp. Other sheets 6 thru 12 have the engineer's information in the title block. All sheets by the engineer shall include stamp, signature and date of signature. See general note above. 7. Structural calculations provided include "WoodWorks Shearwalls" calculations. The design information indicates for a lot2.wsw and is dated July 1, 2013. The design codes reference 2009 codes. This appears to be for documents created for another project. Provide calculations where all information is updated and is consistent with this particular project and references the current 2015 building codes. 8. Plans are missing typical and specific details for porch construction, stairs, exterior landing elevation details, flashing details, various framing and roof framing details. Provide the necessary construction details, exterior flashing details, sealing around windows, proper methods for siding applications with flashing. Exterior concrete porch or similar against wood framing shall have a membrane other than metal flashing, if applicable. Please provide the necessary construction details. PLANNING DEPARTMENT: Kyle Cotchett at (206)-433-7166 if you have questions regarding these comments. 1. Is there a planned entry path to the front door from either the driveway or the sidewalk? The current driveway plan is at 742 sf of approved durable uniform surface. TMC 18.56.065 states that No more than 50% of the front yard or 800 square feet, whichever is smaller, may be approved durable uniform surface. 2. TMC 17.20.030(G.1.)- Landscape requirement of one tree in front yard for short plats of 5 or more lots. Please show where tree will be placed if it has not been planted yet. If planted, please show tree on plans. Please address the comments above in an itemized format with applicable revised plans, specifications, and/or other documentation. The City requires that two (2) sets of revised plan pages, specifications and/or other documentation be resubmitted with the appropriate revision block. In order to better expedite your resubmittal, a 'Revision Submittal Sheet' must accompany every resubmittal. I have enclosed one for your convenience. Corrections/revisions must be made in person and will not be accepted throueh the mail or bv a messenger service. Sincerely, ri ai, cLe; Kandace Nichols2 Permit Technician File No. D19-0221 1 6300 Southcenter Boulevard Suite #100 • Tukwila Washington 98188 • Phone 206-431-3670 • Fax 206-431-3665 Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 July 8, 2019 City of Tukwila Attn: Building Official/Plans Examiner Subject: Lot 3 Residential Soils Design Information - New Residence 14817 46th Lane S. Tukwila, WA 98168 PN: 004200-0132 RECEEV ZD (Site: Lot #3 of Tukwila Short Plat) Dear Sir: Structural Soil Information for Building Design - JUL U 9 2019 TUKWILA PUBLIC WORKS In all areas in and around the subject lot the soils were found to be undisturbed and fairly dense sandy loam. Concerning the structural characteristics for the site's soils, an Allowable Bearing Pressure may be assumed to be 2,C)00 pcf. The foundation bearing calculations for the new house on Lot 3 use as a limit a design soil pressure of 1,500 psf. As a result, it may be assumed that the designed building will have suitable soil bearing support for its intended structural loading with a considerable safety factor. Other soil characteristics such as sliding coefficient and equivalent soil density are not relevant for this building since there are no deep foundations or retaining walls proposed. Thank you for your assistance. Sincerely, Bruce S. MacVeigh, P. Civil Engineer garysinghlot3spsoilsltr/1947 b 1Q PI R ES: 4/24/2( 2..grir"9 RECEIVED CITY OF TUKWILA JUL 0 9 2019 PERMIT CENTER Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 July 8, 2019 City of Tukwila Attn: Building Official/Plans Examiner Subject: Lot 3 Residential Drainage Design - New Residence 14817 46th Lane S. Tukwila, WA 98168 PN: 004200-0132 (Site: Lot #3 of Tukwila Short Plat) Dear Sir: Drainage and Runoff Management - The above site is a lot of a previous residential short plat. As part of the short plat approval, a drainage system for the access road was constructed, with an infiltration system sized for the new paved access and for the new residences on the short plat site. The infiltration trench was installed and approved as part of the access requirements, and at that time a 4" PVC storm line stub was run into each lot for future connection. The existing access road catch basin has a tee which protects the gravel bed from silt and debris. Except for connecting the new residence roof lines to the stub, no site drainage is required. The runoff from the new Lot 3 parking pad will sheet flow to the existing catch basin in the paved access. Footing drains may also connect to the stub in such a way and elevation that the infiltration trench water cannot back up into the new house crawlspace. An altemate is to install a minor (5' x 5' x 5') on -site sump for footing drain connection. Thank you for your assistance. Sincerely, iceS. MacVeighP.E. Civil Engineer garysinghlot3spdrainageltri1 947 RES: 47.2-477-1 can' COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0221 DATE: -07/26/19 PROJECT NAME: SINGH RESIDENCE SITE ADDRESS: 4642 S 146TH ST Original Plan Submittal Revision # before Permit Issued X Response to Correction Letter # 1 Revision # after Permit Issued DEPARTMENTS: WC, dCki Building Division • Fire Prevention ri Planning Division Public Works Structural Permit Coordinator • PRELIMINARY REVIEW: DATE: 07/30/19 Not Applicable (no approval/review required) Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required E El Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: P DUE DATE: 08/27/19 1-1 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg El Fire Ping 0 PW 0 Staff Initials: 12/18/2013 PERMIT COORD COPY a PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0221 PROJECT NAME: SINGH RESIDENCE SITE ADDRESS: 14817 46 LANE S X Original Plan Submittal Response to Correction Letter # DATE: 07/09/19 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: o-19 1-?,1ling Division • Th Public Works 1111 PriVk ,Fire Prevention Structural G OD Planning Division Permit Coordinator 1111 PRELIMINARY REVIEW; Not Applicable (no approval/review required) REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: DATE: 07/11/19 Approved Corrections Required (corrections entered in Reviews) Structural Review Required Approved with Conditions Denied (ie: Zoning Issues) DUE DATE: 08/08/19 n Notation: C V)tk c) C L&D 0 Vt -(1212- fyLevy0 T-7) REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: 1 Departments issued corrections: BIdgj Fire 0 Ping PW LI Staff Initit 12/18/2013 Date; 7 City of Tukwila Department of Community Development 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Web site: Intp://www.TukwilaWA.gov Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Plan Check/Permit Number: pi 9- 012-1 El Response to Incomplete Letter # 0 Response to Correction Letter # EJ Revision # after Permit is Issued 0 Revision requested by a City Building Inspector or Plans Examiner Deferred Submittal # Project Name: Project Address: 1—? Ye' 1—A) Contact - Contact Person: 5;14 45, 0.A,t c2\4 LA Summary of Revision: Phone Number: A‘VeAld awvJL \Dote-t-- RECEIVED CITY OF TUKWILA JUL 2 &2019 PERMIT CENTER k_•-)) t_._ 'NAt 2_,Au‘n on Sheet Number(s): Y 1 1I "Cloud" or highlight all areas of revision including date f revision Received at the City ofTukwila Permit Center b Entered in TRAKiT on 7 -02(0-ig WAPermit Center \ TemplatesWorms1Revisiun Submittal Forindoo Rcvis4d: August 2015 (,) GTYOFT Community Development Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Permit Center/Building Division: 206-431-3670 Public Works Department: 206-433-0179 Planning Division: 206-431-3670 CERTIFICATE OF WATER AVAILABILITY Required only N outside City of Tukwila water district PERMIT NO.: Site address (attach map and legal description sh 2/his A."- /46/ Name: 5'sat.�t -ss•sf J.c� +' %` Sfl -Address: d A /y. 7 Address: Phone: r {+ Cstl i Phone: This certificate Is for the purposes of: Ir Residential Building Permit 0 Preliminary Plat © Commercial/Industrial Buliding Permit © Rezone Estimated number of service connections and water meter size(s): Vehicular distance from nearest hydrant to the closest point of structure is Area is served by (Water Utility District): (AJ - 2S Owner/Agent Si s-t<to ig Short Subdivision 0 Other tee. (A t,eada 144,6fe,141 t Sty ft. Date 1. The proposed project is within t : tIt tr c l .r ) IS 3 /t ci (City/County) 2. 12<lo required. 3. The improvements required to upgrade the water system to bring It into compliance with the utilities' cornprehenswilEGEIVED meet the minimum flow requirements of the project before connection and to meet the State cross connectienrir OF TU KWILA requirements: E II Y_ JUL 09 2019 {use separate sheet 4, Based upon the improvements listed above, water can be at 20 psi residual for a duration of 2 hours at a velocity of 5. water a lability: Acceptable service can be provided to this project Q Acceptable service cannot be provided to this project unless the Improvements in Item B-2 are met. System Is not capable of providing service to this project :ENTER d and wits be available at the site with a flow of /45 ,?> gpm fps es documented by the attached calculations. I hereby certify that the above I �e ia`lrt'—P`r Date This certificate is not valid without Water District #125's attachment entitled "Attachment to Certificate of Water Availablity' 1epplicationsiviater eveliablity (7-2003) Printed: 9-16-03 l� 61-nz�l 14816 V arySouth P.O. Ba., 955 Tukwila, WA 98168 Phone: (206) 24 -3236 Fax: (206) 242-1527 CERTIFICATE OF SEWER AVAILABILITY/NON-AVAILABILITY Residential: $50 Commercial: $100 De -Certificate of Sewer Availability OR El Certificate of Sewer Non -Availability Part A: (To Be Completed by Applicant) Purpose of Certificate: Er Building Permit L:1 Preliminary Plat or PUD C3 Other Short Subdivision U Rezone Propo =,. Use: Residential Single Family 0 Residential Iti-Family 0 Commercial 0 Other Applicants Name; ,,,) , Phone: 2.,0 C., . ' , . / 9 PO ' cs • of -oct, Property Address nr Approximate Locati n: Tax Lot Number }40 14811:1-ilo iiv,14.4 5 iaL3 S ciipwr) . -eXl-ki.) a; A Gil- 4‘ Lo-k. SInoiA- p1.- 1 Legal Descriplion(Attech Map and Legal Descnptlop If necessary): Lcri- 3 b)k-- 2- --(' CtMel '9 4 . , Tic. /i 1Z 0,,cc eyaloi .4-.,,, 4k.e. p 1,)-1- th-e.r c 6. --c: c en-ri ed ),, le Fl-rk ,a'r5lr' '" Part B: (To Be Cornphetedby Sewer Agency) 1. are. Sewer Service will be provided by side sewer connection onty to an existing to size sewer OA/ feet -free,' the site and the sewer system has the capacity to serve the proposed use. OR 0 b. Sewer service will require an improvement to the sewer system of. 0 (1) feet of sewer trunk or lateral to reach the site; and/or 0 (2) the construction of a collection system on the site; and/or 0 (3) other (describe): 2. (Must be completed if 1.b above is checked) 0 a. The sewer system improvement is In conformance with a County approved sewer comprehensive plan, OR 0 b. The sewer system • provement will require a sewer comprehensive plan amendment. 3. er a. The proposed project is within the corporate limits of the District, or has been granted Boundary Review Board approval for extension of service outside the District, OR 0 b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ a. District Connection Charges due prior to connection: li'---1-0, 2,c'• ST:-7"- /-07-7-t-72 GFC: $ SFC: $ UNIT: $ ni CITY ( A Southwest Suburban Sewer District connection charge will be due prior to connection. Ji b. Easements: Er -Required 0 May be Required c. Other. . PERK I hereby from the u above sewer agency information is true. This certification shall be valid for one year By -1-1 Id ge05 Title 1 Date CEIVED F TUKWILA L 0 9 2019 IT CENTER q 0 2. r)i/C101 (;ontact Search L&I Safety & Health Claims & Insurance Washington State Department of )tabor & Industries A-Z Index Help My IX] Workplace Rights Trades & Licensing SIDHU HOMES INC Owner or tradesperson Principals SINGH, GURDIP, PRESIDENT Grewal, Sukhbir Kaur, VICE PRESIDENT Doing business as SIDHU HOMES INC WA UBI No 602 228 341 Certifications & Endorsements 4642 S 146th St TUKWILA, WA 98168 206-244-1900 KING County Business type Corporation Governing persons SUKHBIR K GREWAL GURDIP SINGH; ILicense Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no. SIDHUHI881JF Effective — expiration 04/06/2012— 03/22/2020 Bond Wesco Insurance Co Bond account no 46WB074082 $12,000.00 Received by L&I Effective date 03/22/2016 03/17/2016 Expiration date Until Canceled Bond history Insurance Rockingham Casualty Company $1,000,000,00 Policy no. Rock184-2268 Received by L&I Effective date 04/01/2019 04/26/2018 Expiration date 04/26/2020 Insurance history Help us improve a WALKWAY TOTAL AREA 6'-34" [6.27' 6'-34" [6.2 ---- W 1 I W W O O t' 0 P.EL.=295.7' E.EL.=295.7' G P.EL295.7' II EL-295.7' I I I I I I I I � 1 I o III I oo —294.0' = — --- LOT 3 1481 -46 NE SOUTH TUK ILA, INA, 98168 TAX PARCEL",,-W. 0042- 00-132 MAIN FLOOR= 6.4' TOP FLO=305.5' VG DG. GR.=294.3' PR. AVG. BLDG. GR.=294.9' COVERED BALCONY COVERED AA C4 ONY LKWAY I I STO�R�tM DR�AI - < W P �° tis SUl1P Fll2 NCRET FT6. f71L'. -S4 o EXPOs r" LNEW r.i/fLl34W O — -9 _ 00 u W u " \ TYPE 40 CB TREE AS PER TMC CODE CITY OF TUKWILA `•I` XISTING 4 WER STUB STORM A 45.b I' (� Fa— DTfy� pft6llN r6 STREET LdflFfECT/GSN o O O N a 001� =27.00'x26.37'20' PRIVATE ROAD =711.99 SQ.FT. =23.83'X3.00' =71 .49 =783.48 SQ.FT. 14 AXeMUN1 III NOTE: BUILDING FOOTPRINT HOUSE WILL BE TOTAL LOT AREA=8,231 SQ.FT. SPRINKLERED AS PER A AOTUAL BUILDING FOOTPRINT AREA WABLE BUILDING FOOTPRINT A2,639 SOFT. T. CITY OF TUKWILA CODE 46TH LANE S ------ SOUTH SITE PLAN SCALE:1 /8"-1' GAS P.EL-294.0: EEL-92.7' GARAGE�SLAB DRIVE', AT I - MIN. 2% M SLOPE` IVEWAY :GATE / k ( H� 27'-0" [27.00 31,91 S/L7 FENGL- AT Sl7E PCRlTrTL z' l MldlzKS CLEf1/ZI/`fG GINJl7s) 7'-0" [7.00 +tpdfiiafiY.�fEMt- �i`S�M' e+i�-EevE-�z- £JLS�R-PARE-R'- 11�--E#8'sMt.'pfPE-fib. 5'-0" [5. FILE COPY Permit No. t 9' 0 a'a Plan review approval is subject to errors and omissions Approval of construction documents odes /for auftrize the violation of any adopted code or ordinance Receipt of approved Field Cody and Contlni ns Is acknowledged: By. 2 �vtM+. Date: O S City of Tukwila BUILDING DIVISION DOWN SPOUT DRAINAGE 14" Pve TJvlrRL , DRAIN `�" �Fe�' Pve 7vvlrl�� N t9 N SEPARATE PERMIT REQUIRED FOR: Mechanioai Electrical Er Plumbing 0 Gas Piping City of Tukwila BUILDING DRASION 5'-0" [5.00' REVIEWED FOR CODE COMPLIANCE . APPROVED TITLE p n ��}(, PROPOSED FOR N AUG 08 20ruiJ"' SUKHBIR GREWAL ;As LINE 01� 14817-46 LANE SOUTH i City of Tukwila TUKWILA, WA. 98168 STigB BUILDING DIVISION L'LSNSTZ', W TAX PARCEL NO. �N7 �ar�rL Ili rn W 0 EXISTING PHONE 2" `J ELECTRIC CONDUIT 3" STUB GAS STUB These/plans Uve been reviewed by the Public `forks 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. _. 5' SIDEWALK Cif O 4 I EXPIRES: 4/24/E% 06' 0042-000-132 H.B. 1 /8" 1' REVISIONS APR.29.2019 No cr:aeges shall be made to the SCODe P of work w'ilnour pilot approval of the (206) 244-1 000 Tukwila Building Division. NOTE: Revisrons will require a new plan pRpWWG NO. submittal and may. include additional plan r8 DD19-7999 *AS PER TMC 18.06.740 EAVES CAN INTRUDE MAXIMUM 24" INTO SETBACKS. CORRE TION LTR _-�--- RECEIVED CITY OF TUKWILA J1JL 2 6 2019 PERMIT CENTER Bruce MacVeigh, P.E. TUKWILA, WA. 206,242,7665 P1 PERMIT CENTER F010 q. caterftffl 5'-10" G_� & . n, n., n, HEADER NOTE: Unless Otherwise shown, all window, exterior door and minor interior headers/beams to be6!'x1V'or4!'x1Z'. Note that headers for these uses have been designed for the support of a maximum contributing floor load for that floor and with a beam span of up to 6 feet. (However the location of girder trusses,(when known) may require a re-evaluation of certain headers, and/or the addition of additional wall columns at those locations in both the main and top floor walls.) MATERIALS NOTE: 1. All rnilled [timber, including beams, unless otherwise specified, are to be HF#2 with an Fb = 85D pal 2. All glulam beams to be rated: Fb = 2,400 psi. 3. All truss joists to be TJI,or rated equivalent. < 4. All cormectorislo, be bY-SimP*d4*Strong Tie, unless otherwise noted: All connectors67< used with their prod specified for that product. tids shalt * 21'-6" 2' 15'-6" I � I 0 Y n 11111111MIllil 15'-8" 5'-10" N 2-2'9`X6'8­ FRENCH DOORS I (D S.G./TEMPERED "bo m WE W.I.C. 4 - 1 in 10 0 NOOK 0 BATH 2*6"X6'8 < 0 1 FAN ILY ROOM KITCHEN Z, 1) F PANTRY 7. Tr-T li-9 C' IZ; ",Q C! @ _zA� T J I JOISTS © N - O di- 0 u` 0 . _x Na �2 BEDR)OM-4 0-1- 15' 1 01-2 1. 13'-2" 21'-2" 5'-10" o 12 T STAIRS BEAM W ;Ol ID CO 0 R _AIAE T I MFI iq REF. F S U -CLOSER CLO 2 X13' 8' 8' �) BEAM Outdoor combustion for Applianc 2 PC 2,9x,z ,9,9x.z R Z� 9x 1 G 2407.6.1 (304.6.1) -Permal ient-Openings M hod; hod X < Two permanent openings (I �" in Dian rater), one commench g within 12 inches (305mm) c I the top ind one commencing within 12 inches (305mm) of the bott:im of the enclosure, shall be provided. The opet iings shal I communicate dlrec or by ducts with the outdoors or spaces that freely communic ite ,A. 36' M NI UM H ND AILS with the outdoors. 21'-2" 5'-10" L 2' F, lQ 7/.0 7.;7 214 JII GARAGE 7� Zi 61F LIVING I T.J.I.JiO-STS, I I OPEN TO ABOVE DINING ENTRY0 III r� 1Z 12f- ',V 2 1 OCKET---) - 18'-3" 1 1 CKE I f N' BEAM III"X F IN 37 3' .y 8. 3. ]z B EA-M �le T-T.7 0//, 6' X6 POST 1) R? 7_71 0 10 .......... . ....... _J '0 O 4 (D I BEAM DROP BEAM DROP BEAM M9 R UP 3'-9" 3'-9" DF-W 10, MoMning at adjoining ponaledges rruetbe S" nornine aWagerod nalang 80owding to SDpWS43.7.1.4 and IBC T2WS.3 Notab, 2.V S: Shear capacity for current design has been increased to the value for I6r321 sheathing with 58ole nailing because stud spacing is 16* max or panel orienteama her nooWL See SnpwS T4.3A Note 2 and rao 72303 Note d. 6RAMING S WA OROUP wag � p_ am- to d Spaclui .6 In in inI Go Stud 1.60 6.0 16 0.Sa 60 1.40 D.Fir-L Stud 6 0.60 1.40 0.174-1. Stud 1 Zo si 10 1.16 0.50 1.40 co- " Oi `101 3- S"1,pe D, E9 Fd lk Notes :Grp Burt felatedai NBSee Th �k el . in IbetOl in 2.3 'a 3 tru ading ,6 nSo.I 1h " I U¢5 J I Y L, 1 10 MAIN FLOOR SCALE: 1 /4"- 1' 1ITOTAL AIN FLOOR AREA = 2584 SO.FT=GF AREA 628 SOFT.S M FLOOR = GARAGE AREA 628 � M FLOOR = 19 T NET MAIN FLOOR AREA = 1,956 SOFT. 29' 81 I mil FLOOR AREA: TOTAL LOT AREA=8,231 SQ.FT. NOTE: THE HOLD DOWNS ARE SHOWN ON THE -FLOOR PLAN SHEETS FOR PLACEMENT FROM THAT FLOOR TO STRUCTURE BELOW HOLD DOWNS AND TIES KEY MODEL# CAPACITY NOTES D-Z STHD14 3,8159 3.6'X 3.5" MIN. STUD/POST 0/ HD913 6,580# 5.26'X 5.26" MIN. STUD/POST 4D HD12 12,065# 5.26'X 5.26'MIN. STUD/POST 0 Hvig 15,270# 5.26'X 7.25" MIN. STUD/POST A MST48 3,640# 3.5" X 3.5" MIN. STL0/POST NOTES: 1. ALL HOLD DOWNS AND TIES PER SIMPSON STRONG -TIE. 2. SEE CURRENT CATALOG TABLES FOR PROPER FASTENERS FOR EACH HOLD DOWN OR TIE. (A COPY OF THE TABLES FOR THESE HOLD DOWNS AND TIES IN INCLUDED IN THE BUILDING STRUCTURAL CALCULATIONS.) 3. CONSULT ENGINEER IF QUESTIONS ARISE IN THE FIELD CONCERNING PROPER INSTALLATION IN NON-STANDARD/CONDITIONS. SILL PLATE ANCHOR BOLTS: IN ALL LOCATONS WHERE A SILL PLATE RESTS ON CONCRETE FOUNDATION USE 5/8" DIA. ANCHOR BOLTS AT 48" TYPICAL SPACING -2�-SQUAR15 WASHERS (PER USUAL PRACTICE) fs5\ SMOKE & CARBON MONOXIDE DETECTOR LOCATION HARDWIRED WITH BATTERY BACK UP FAN LOCATION RATED AT 100 CFM AT KITCHEN 50 CFM AT BATHROOMS. VENT ALL EXHAUST FAN TO THE OUTSIDE. EXHAUST DUCT ARE TO BE CONST. OF SMOOTH BORE NON COMBUSTABLE MATERIAL AND ARE TO BE INSULATED AS PER REQUIRED BY WSEC. PROVIDE WITH TIMER AT EACH LOCATION WHOLE HOUSE VENTILATION NET MAIN FLOOR AREA=1,956 SQ.FT. NET TOP FLOOR AREA=2,069 SQ.FT. TOTAL FLOOR AREA=4,025 SQ.FT. 1. INSTALL FAN IN LAUNDRY ROOM 2. INSTALL 24HR TIME TO CONTROL EXHAUSTION FAN 3. EXHAUST FAN TO BE 125 CFM MIN. 4, INSTALL AUTOMATIC ELECTRIC DAMPER IN THE OUTSIDE ELECTRIC AIR INTAKE 5. INSTALL 7" OUTSIDE AIR INTAKE DUCT AND CONNECT TO THE RETURN AIR PLENUM WITHIN 4'-0 OF POWER. ADD 1" DIAMETER FOR FLEX DUCT FOR LENGTH OVER 20'-0 AND EACH ELBOW OVER THIRD ELBOW. THE TERMINAL ELEMENTS SHALL BE 8" BUILDING MECHANICAL SYSTEM SHALL BE PER WSEC PRESCRIPTIVE OPTION 2015. NOTES: 1. SIZE OF T.J.1. JOISTS DESIGNED BY ENGINEER. 2. ALL BEAMS TO BE SIZED BY CIVIL ENGINEER. 3. 22"X28" ATTIC ACCESS TO ALL ROOF SPACES. 4. WHOLE HOUSE FAN VENT TO IR OUTSIDE. FAN 5. ALL EXTERIOR WALLS TO BE 2"X6", AND INTERIOR WALLS TO BE 2"X4" UNLESS OTHERWISE NOTED. LEGEND: C-0 - LAMVm-,Ckk- <�_. D. -FLOOR DRAIN S.G. -SAFETY GLASS 111M - HANGER A-POCKET IN BEAM KftVIEWED FOR CODE COMPLIANC APPROVED AUG 08 2019 Of Tukwila 413 DIVISION RECEIVED CITY OF TUKWILA JUL 2 6 20119 PERMIT CENTER 1011 TITLE PROPOSED FOR SUKHBIR GREWAL 14817-46 LANE SOUTH TUKWILA, WA. 98168 TAX PARCEL NO. 0042-000-132 DWN: I H.B. SCALE: 1/4"-l' DATE: APR,29.2019 CHKD: PHONE' (206) 244-1900 Fi DRAWING NO. 11111MIML01001 Bruce MccVelgh, P.E. TUKWILA, WA. 206.242.7665 P3 a NOTE: THE HOLD DOWNS ARE SHOWN ON THE —FLOOR PLAN SHEETS FOR PLACEMENT FROM THAT FLOOR TO STRUCTURE BELOW HOLD DOWNS AND TIE KEY MODEL# CAPACITY NOTES El' STHD14 3,815# 3.5" X 3.5" MIN. STUD/POST 0 HD9B 6,580# 5.25" X 5.25" MIN. STUDIPOST 0 HD12 12,066# 5.26'X 5.25" MIN. STUD/POST 0 H019 15,270# 6.25" X 7' .25" MIN. STUD/POST A MST48 3,640# 3.6'X 3.5" MIN. STUD/POST NOTES: 1. ALL HOLD DOWNS AND TIES PER SIMPSON STRONG -TIE. 2. SEE CURRENT CATALOG TABLES FOR PROPER FASTENERS FOR EACH HOLD DOWN OR TIE. (A COPY OF THE TABLES FOR THESE HOLD DOWNS AND TIES IN INCLUDED IN THE BUILDING STRUCTURAL CALCULATIONS.) a. CONSULT ENGINEER IF QUESTIONS ARISE IN THE FIELD CONCERNING PROPER INSTALLATION IN NON-STANDARD CONDITIONS. F INGRESS/EGRESS WINDOW G�D I 22"X30" 1ACCESS NG �RESSE.RFSS WINDOWTTIC 0, BATH BATH ' F . 0 W.I.C. 0 X In "0 BATH 1 �X6 L==,2 BEDROOM-2 LAUNDRY 6 2'6"X6'8" W.I.C. IX 0 t 50 .2*117X\68�'� 1 W x BEDROOM-3 N S V I 2'8"X6'8" �K W.I.C. _x BEDROOM-1 A� 11 8' 0 11 D 7" 42" MINIMUM GUARDRAILS SPACE FOR SPACE HEATING HEATING AND IN IRETURN 'c_4 Of 7-�e z 7 --7e�l RETURN AIR PIPES io Cn c� W.I.C. Ili x 0i DRAILS MINIMUM CLAIR H NO AILS 42 MINIMUM GUARDRAILSV-811 15' 10'-2" 12'-4" MASTER < BEDROOM OPE -10 BELOW (0_ LOFT X (0 x cF� ENSUITE 3 6' 6' INCL, ARCI­ (D (D 1� ID C7)-i (T) COVERED [7�1 JACUZZI COVERED 3 5 1�D 0 BALCONY BE �M (D 5' (D aALCONY BEAM 42" MINIMUM GUARDRAILS'TYP. =� I - .. EFE TOP FLOOR SCALE:1/4"-l' FTOP FLOOR AREA = 2,480 SO FT. OPEN AREA 41 6FT� 1 SO TOP Top FL AREA = 2,06 0 FT] I'M Sheathing Fasteners f_A`p*__1 Grp surf Material Ranng TWA GU Ply Or evtv I Sim Type Of Eg Fd Sit I Not" . In In lbaft In In FA ' 3 Hon: 635W I Od Nall N­ —4 2.3 Int : 24116 112 . Harz 400001 =,22, 5d Nall N 7 7 Y 2 Solh 24116 7116 - 3 H= 83600 Sd N80 N 3 4 Y 2,3 Not= 2. Framing at aclIdning panel edges must be T nominal orwiderwith staggered nailing according to SDPWS4,3.7.1.4 and IOCT2306. & Shear capadityfor curreadesign has been increased to the value for ISIV'sheathing with same nailing because stud spacing is IE panel orientation Is horizontal. Sea SDPwS T4.3A Note 2 and IBC T2308.3 Noted. — .­'. .. W.. # .-11. Wall Spades Grado Is d Spacing so E 9J@W I In In In oel D.Fir-L Stud 140 5.50 15 0.60 1.49 D.Fir-L Stud 1.50 5.50 16 0.50 1.40 O.Fir-1. Stud 1.60 6.60 Is 0.60 1.401 HEADER NOTE: Unless otherwise shown, all window exterior door and minor interior headersibeams to . I be 6" x I C" or 4!'x 1 Z'. Note that headers for these uses have been designed for the support of a maximum contributing floor load for that floor and with a beam span of up to 6 feet. (However the location of girder trusses,(when known) may require a re-evaluation of certain headers, and/or the addition of additional wall columns at those locations in both the main and top floor walls.) �=NOTE: Iumber, including beams, unless otherwise specified, are to be HF#2 with an Fb = 850 psi. 2. All glularn beams to be rated -P b = 2,400 psi. 3. All truss joists to be TJI or rated oqui , vOlent. 4. All e'unless oonnictorsJobie-by-Simp.g $IiiiiIngtilless otherwise noted., All connectors used with their products shall be 46 specified for that product. *AS PER TIVIO 18.06.740 EAVES CAN INTRUDE MAXIMUM 24" INTO SETBACKS. ��W ERM, I REVIEWED FOR CODE COMPLIANCE APPROVED AUG 08 2019 City of Tukwila DIVISION I HOUSE WILL BE SPRINKLERED AS PER CITY OF TUKWILA CODE RECEIVED CITY OF TUKWILA JUL 2 6 2019 r5n PAF I IN CONCRETE TILE SHAKE PROFILE MIDPOINT OF ROOF OF PLATE MUNTIN BP P FLOOR STUCCO SIDI 3 rn 4" TRIM ON ALL WINDOWS AND DOORS MAIN FLOOR=296.4 SLOPING 12 6� 1111 loll . rIF11 I 177PEtllt FE-1 Fr-1-F71L 1 � r owr - 1. mum I I ■I-I'II=I�I'I=I°I=I'I-I°I�I0I�I°I�I'I-I'III I���I�i:��E�,:�11I�■:�I��:�II��:�I1�.� Nil) ,171 I.��1 �Ii.ILii.lL7l im iGiLR 1lil1. II :•" • :•• . BOARD � � s 1�1 1�1 1�1 Li 1. 1 ■�R ■m� ■�� I — _ — _ ' ■ 39 ry ON • I V \J I\ I I I L. I-L- V P1 I I V I V zz MIDPOINT OF ROOF 2"X10" BARGE BOARD m EAVE ZMEMIM •. 1-/ AWAY REVIEWED FOR CODE COMPLIANCE APPROVED ,`'AUG 0 8 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA JUL 2 6 2019 PERMIT CENTER TITLE PROPOSED FOR SUKHBIR GREWAL 14817-46 LANE SOUTH TUKWILA, WA. 98168 TAX PARCEL NO. 0042-000-132 DWN: H.B. SCALE: 1 /4"-1 " DATE: APR.29.2019 CHKD: PHONE: (206) 244-1900 DRAWING NO. 7�j1L'SI' • � Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 P6 NO 2 P. EL.=295.7' EEL.=295.7' Ull I FE 0 imlim WEST ELEVATION 12 6' � P.EL-295.7' E.EL.=295.7' CONCRETE TILE SHAKE PROFILE HARDI-PLANK SIDING WITH CORNER TRIMS NOTES CAULK AND SEAL, ALL WINDOW/DOOR AND EXTERIOR ENVELOPE PENETRATIONS GLAZING PER STATE ENERGY CODE SEPARATE PERMITS REQUIRED FOR FENCES, PLUMBING, MECHANICAL AND ELECTRICAL 50% OF ROOF VENTING SHALL OCCUR IN EAVES AS BIRD BLOCKING REFER TO ALL ELEVATIONS FOR TYPICAL NOTES S.G = SAFETY GLASS EXTERIOR ALL EXTERIOR WALLS MUST BE COVERED WITH A PERMANENT WATERPROOF MEMBRANE BEFORE THE MASONRY IS INSTALLED. MEMBRANE MUST EXTEND OVER BASE FLASHING ON TOP OF THE FOUNDATION. FLASHING MUST BE CONTINUOUS AROUND THE ENTIRE FOUNDATION AND ALL SPLICES MUST BE SEALED AND WATERTIGHT. THE BASE FLASHING SEAMS, INSIDE AND OUTSIDE CORNERS, OVERLAPS, ETC. SHOULD BE PERMANENTLY SEALED PER THE MANUFACTURERS' WRITTEN INSTRUCTIONS. THE FLASHING MUST EXTEND OVER AND PAST THE FOUNDATION ONE-HALF INCH, PASS OVER THE FOUNDATION LEDGE THAT SUPPORTS THE MASONRY, AND TURN UP THE VERTICAL WALL AT LEAST 16 INCHES IN ONE CONTINUOUS PIECE. ALL STORM WATER FROM ROOFS SHOULD BE PIPED AWAY FROM THE HOUSE IN BURIED 4-INCH DIAMETER PIPES. ALL FITTINGS UNDERGROUND SHALL BE NO GREATER THAN A 45 DEGREE ANGLE TO FACILITATE CLEANING EQUIPMENT IN THE EVENT OF A FUTURE CLOG. CONTINUOUS GUTTERS SHALL BE INSTALLED THAT CAPTURE ALL ROOF STORM WATER. WOOD SURFACES THAT WILL BE PAINTED SHOULD BE PRIMED AND FINISHED PAINTED ON ALL SURFACES AND CUT EDGES BEFORE THE WOOD IS INSTALLED. THE PAYOFF IS A PAINTED FINISHED THAT RARELY WILL BLISTER OR PEEL. THE PRIMERS USED TO PAINT BARE WOOD SHALL BE THE ONES RECOMMENDED BY THE FINISH PAINT MANUFACTURER. OFTEN THE FINISH PAINT WILL BOND MUCH BETTER TO A PRIMER DESIGNED TO WORK WITH THE FINISH PAINT. THE FINISH PAINT SHALL BE ACRYLIC -URETHANE RESIN PAINT (E.G. SHERWIN WILLIAMS "DURATION" OR SEARS & ROEBUCK'S "WEATHERBEATER ULTRA"). ALL CRACKS BETWEEN DISSIMILAR MATERIALS SHALL BE CAULKED WITH TOP -GRADE ACRYLIC -SILICONE BLEND PAINTABLE CAULK. EEL.=295.7' _ P.EL.=294.0' SOUTH ELEVATION EEL-293.0' TYP. 36" MINIMUM REVIEWED FOR CODE COMPLIANCE APPROVED AUG Q G 2019 a.. Citv of Tukwila RECEIVED CITY OF TUKWILA JUL 2 6 2019 PERMIT CENTER Q �^ TITLE PROPOSED FOR SUKHBIR GREWAL 14817-46 LANE SOUTH TUKWILA, WA. 98168 TAX PARCEL NO, 0042-000-132 DVVN: I H.B. SCALE: 1 /4, _.1 DATE: I APR.29.2019 CHKD: PHONE: (206) 244-1900 DRAWING NO. NINE'Mv Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 P7 �1 Q N V WINDOW SCHEDULE GLAZING/SKYLIGHT BY TYPE If 12 6 2 X TRUSS OF ROOF FRAMING R-49 ATTIC INSULATION Y" DRYWALL (SIZE DETERMINED BY OPENING WIDTH) LOFT STUDS 2X4 (9 12"O.C. LAUNDRY FLOOR=305.5' TYP. FLOOR CONSTRUCTION:) I 1" T&G PLYWOOD T.J.I. JOISTS W/ CROSS BRIDGING OR BLOCKING - OR AS PER FLOOR DESIGN I 3I BY OTHERS i II DINING KITCHEN NOOK 2"x6" BOTTOM I ( TREATED PLATE 10" x 5/e' ANCHOR BOLTS MAIN FLOOR=296.4' 1" EMBEDMENT Q 48" SPACING FINISHED GRADE R-30 INSULATION 00 8"THICK CONC. WALL _- — f — LACK — 6 MIL BLACK-1 VAPOR BARRIER � RUCTION JOINT — — — — — — — — — — — — — . DRAIN TILE . _GONS — � _ _ — — _ — —. — — — � _ — _ — — — — — — :- —6 SECTION A -(1) #4 CONTINUOUS FOUNDA �REBAR OR AS CALCULATED BY CIVIL ENG. STRINGE 2"X8" 1 " PLYWOOD AND P CONC. TILE ROOF 1X4 STRAPPING, BUILDING PAPER. *RIDGE VENTING* `n NO, MANUFACTURER FRAME MATERIAL SIZE OTY. U-VALUE AREA S.F. 1 JELD-WEN WINDOWS VINYL 2'X3' 5 0.30 6 2 JELD-WEN WINDOWS VINYL 3'X2' 1 0.30 _ 6 3 JELD-WEN WINDOWS VINYL 3'X5' 5 0.30 15 4 JELD-WEN WINDOWS VINYL 3'X6' 6 0.30 18 5 JELD-WEN WINDOWS VINYL 4'X4' 3 0.30 16 6 JELD-WEN WINDOWS VINYL 5'X5' 3 0.30 25 7 JELD-WEN WINDOWS I VINYL 6'X5' ARCH -TOP 1 0.30 27.1 8 JELD-WEN WINDOWS VINYL 6'X5' 2 0.30 1 30 9 JELD-WEN WINDOWS VINYL 6'X6' 1 0.30 36 GUTTERS WINDOW NOTES: 1. CONTRACTORS SHALL VERIFY ALL ROUGH OPENINGS. SUBMIT SHOP DRAWINGS 01 2. OVERALL WINDOW DIMENSIONS ARE MEASURED TO ROUGH OPENINGS, WINDOW MANUFACTURER TO COORDINATE WINDOW SYSTEMS WITH ROUGH OPENINGS 3. WINDOW MANUFACTURER SHALL MEET SEISMIC AND WIND CRITERIA TYP. EXT. WALL CONSTRUCTION: HAV _PLANK SIDING BUILDING WRAP /s, OSB SHEATHING 2"X6" STUDS @16" O.C. R21 BATT INSULATION YZ" GYPSUM BOARD FINISH TO CODE —FRAMING —INSULATION —VAPOUR BARRIER —DRYWALL FINISHED GRADE Note: Section notes by P. Eng. shall have precedence over designer's notes. GENERAL NOTES ALL CONSTRUCTION PER APPLICABLE CODE AND ORDINANCES 2015 IRC, IBC - 2015 WASHINGTON STATE ENERGY CODE I VERIFY ALL DIMENSION ON THE JOB SITE. BRING DISCREPANCIES TO THE ATTENTION OF OWNER OR DESIGNER OWNER WILL VERIFY WINDOW SIZES AND MANUFACTURER WITH FRAMER BEFORE THE START OF THE CONSTRUCTION ONE WINDOW PER BEDROOM SHALL MEET EGRESS CODE SKYLIGHTS PER 2015 IBC OWNER WILL VERIFY ELECTRICAL AND HEAT LAYOUT WITH THE INSTALLER BEFORE INSTALLATION TJI PRODUCTS TO BE INSTALLED PER MANUFACTUER'S INSTALLATION GUIDE AND APPROVED REPORTS ALL METAL CONNECTION WITH TREATED WOOD SHALL BE AT A MIN. TRIPLE ZINC ZMAX (G185 PER ASTM A653); HOT DIP GALVANIZE (ASTM A123 FOR CONNECTORS AND ASTM 153 FOR FASTENERS AND ANCHORS R311.7.5.1 Riser height. R311.7.5 2 Tread depth Stairways with 4 or more risers R311.7.5.3 Profile. require a handrail. (See height requirements below) �f.� ,/ysQ•it A nosing not less than 3/4" •-�1'"^'��' �'�''' � IO" min but not more than ... for stairways with solid solid risers. i Beveling ofnasing shall not exceed 1/2". I Greatest nosing shall not exceed the smallest nosing projection by i TYP. STAIR DETAIL SCALE:1/2"- i' P3-P4 42" GUARD RAILING BOLTED TO B.J. 2"X12" BOX JOIST. - VINYL WATERPROOF DECKING, 3/4"ACX PLYWOOD, 2"X12" JOISTS SLOPED AWAY FROM WALL TYP 6"X6" POST-------- 6X6 SIMPSON P BRACKET SILL GASKET COVERED BALCONY IING WITH 2X2 CANSTRIP. 179.1 FLas Lil,- -- ,. R703.1 GENERAL. Exterior walls shall provide the building with a weather -resistant exterior wall envelope. The exterior wall envelope shall include flashing as described in Section R703.8. The exterior wall envelope shall be designed and constructed in a manner that prevents the accumulation ofwater within the wall assembly by providing a water -resistive barrier behind the exterior veneer as required by Section R703.2 and a means of draining water that enters the assembly to the exterior. Protection against condensation in the exterior wall assembly shall be provided in accordance with Section R702.7 of 20l2 IRC. R703.2 WATER-RESISTANT BARRIER. One layer of No. 15 asphalt felt, free from holes and breaks, complying with ASTM D 226 for Type 1 felt or other approved water -resistive barrier shall be applied over studs or sheathing of all exterior walls. Such felt or material shall be applied horizontally, with the upper layer lapped over the lower layer not less than 2 inches (51 mm). Where joints occur, felt shall be lapped not less than 6 inches (152 mm). The felt or other approved material shall be continuous to the top of walls and terminated at penetrations and building appendages in a manner to meet the requirements of the exterior wall envelope as described in Section R703.1. SIDING OVER W EATFIER-RESISTANT FELT PAPER OR BUILDING WRAP ON----7 i EXTERIOR SHEATHING. DECK (TYP.) . U FLASHING a,_ .,, _....... 't BAND BOARD WITH TFe40 ;— FLASHING, _ ` TOP 15 % SLOPE TO DRAIN (TYP.) �. ' .. .. 04 D �a �a p - Q FINISH GRADE EXTERIOR WITH DECK y;t= a:: �°'dro'%-l._: rt rC BUILDING EXTERIOR o4d,a' TITLE j G��J• S F� y T PROPOSED FOR SUKHBIR GREWAL 14817-46 LANE SOUTH TUKWILA, WA. 98168 TAX PARCEL NO. 0042-000-132 DWN: H.B. SCALE: 1/4"-1' DATE: APR.29.2019 GHKD: PHONE: (206) 244-1900 DRAWING NO. DD19-7999 BEAM :EXPIRES: 4/24/Z z / i 9 LUS212 ENTRY ENTRY DOOR DOOR JAM '.C. SLAB FLOOR SYS. JG AWAY\ ENTRY AREA WALL WILL BE CONC. WALL ,MPROOfING J-] CRAWL FLASHINGO TO BE 01 INSTALLED BYRCOTHE TP OF THE FIST NTRAOCTOR EXTERIOR SPACE AS PER IRC 2015 CODE. SLAB & DECK DETAIL AT FRONT ENTRY SCALE:1 /4"-1 ' CODE COMPLIANCE RECEIVED APPROVED CITY OF TUKWILA AUG 08 2019 . JUL 2 6 2019City nf Ti ilrutrilm PERMIT CENTER BUILDING DIVISION Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 P8 Q ���aK V IN STAIRS AND RAILING NOTES: FIREPLACE HEARTH EXTENSIONS: 1. Handraft. height measured vertically from the sloped plane adjoining the tread nosing or finished surface of 1. Hearth extensions shall extend at least 16" in front of and at least 8" beyond each side Notes anc-l' ramped slope, shall be no less than 34"not greater than 38". Spacing between the wall and handrail shall be not less than 1 1/2". All required handrails shall provide adequate graspabflity. of the fireplace opening. Where the fireplace opening is 6 sq.ft. or larger, the hearth extension shall extend at least 20" beyond each side of the fireplace opening. .enteral 2. All stairways shaft have a min. of 6' 8" headroom clearance, measured vertically from the sloped plane. WOOD AND LUMBER: a 4 Stairways shall be not less than 36" In clear width at all points. Usable space under stairs shall be protected with a gypsum board from the enclosed side, 3. The max. riser height shall 7 The riser shall be measured vertically between leading edges of the 1 All wood m contact with concrete or masonry slab that is in direct contact with the earth shall be naturally durable or preservative -treated wood. ® re m t adjacent treads. The minimum tread depth shall be d de The largest tread rise ran may not exceed the 2. Wood, siding, sheathing and wall framing on the exterior of a building must have a clearance of 6 inches by more than 318r. Winder treads shall have a min. tread depth of at any point. a t from the ground, except where material used Is naturally durable or preservative -treated wood. 4. There 4. There shall be a floor or landing at the top and bottom of each stairway. A flight of stairs shall not have a A : 3. The post and columns shall be restrained to prevent lateral displacement at the bottom end. Wood columns GENERAL NOTES: vertical rise greater than 12.0' between floor levels or landings. The width of each landing shall not be less than shall be not less than 4" x 4' and steel columns shall be not less than 3 inches dia. standard pipe or equivalent. 1. Approved site address shall be provided for all new constructions in such position as to be plainly visible the stairway served. Every landing shall have a min. of 36' measured in the direction traveled. 4. Plywood sub flooring shall be 314" T.&G. COX or 11/16" OSS (glued and nailed). Wall and roof sheathing shall be 1/2" CDX or 7116" OSB nailed per shear wall schedule. from the street frontingthe structure. Exception: A floor or landing is not required at the top of an interior flight of stairs, including stairs in an enclosed garage, provided a door does not slang over the stairs. All interior and exterior stairways shall provided with 5. Wood trusses shall be designed with approved' engineering practice. Trusses shall be 2. Walls and floors separating dwelling units in the same building shall not be less than 1-hr fire resistive P 9 9 9 a means illuminate the stairs and landing. The Floor or landing the exit door shall not be more than or lower braced to prevent rotation and provide lateral stability. Roof truss design and a shop drawings shall be construction. 3. Garage shall be separated from the residence and its attic area b not less than 1/2" sum board applied 9 P Y 9YP PP o than the top of the threshold. There shawl be a wall switch at each floor level to control the lighting where the floor the provided to the building official at the time of permit application and shall be on she prior to erection. FIELD MEASUREMENTS of building framing must be done (to verify drawing/field accuracy) prior to to the garage side. Garages beneath habitable rooms shad. be separated from ail habitable stairway has six or more risers. The illumination of exterior stairways shall be controlled from inside the dwelling ordering of Trusses. rooms above b not less than 5/8" Type "X" sum board. Y YP 9YP 4. R-3 Sin Ie•Famii residence, duplexes or townhouses shall not exceed 40' (n height. 9 Y P 9 unit. 5. Spiral stairways are permitted, provided the min. width of 26" with each tread of min. of 7 1/2" at 12" from the _ 6. The end of each Joist , beam or girder shall have min. of 1 712" bearing on wood or metal and min. of 3" on masonry or concrete. Joists framing from opposite sides over a bearing support shall lap a min. of 3" and (IRC Section 503 Table 503) Zoning regulations or Deed restrictions may limit the height of structure narrower edge. All treads shall be identical and with a max, rise of 9112". A minimum headroom shall be 6' - 6". (IRC R311.8.1) shall be nailed together with a min. of three 10d face nails. more stringently. 5. Dwellingunits shall have at least one room with not less than 120 s .ft. of floor area. Other habitable rooms, q 6. Porches, balcony, ramps or raised floor surfaces located more than 30 inches above the floor or grade below 7. Ridge board shall be at least of 1" thickness and not less in depth than the cut end of the rafter. Rafters shall be framed to ridge board or to each other with a gusset plate as a tie. At all valley and hips there shall be except kitchen, shall have an area of not less than 70 and not less than re an any dimension. shall have guards not less than 36" in height. Open sides of stairs with total rise of more than 30" shall have guards not less than 34" in height measured vertically from the nosing of the treads. Opening in guards must be a valley or hip rafter min. oft" thickness and not less in depth than the cut end of the rafters. concrete 11 6. All wood in contact with the ground or embedded in concrete shall approved pressure -treated wood. such that a 4" sphere can not pass through. 8, Ceiling Joists shall be continuous or securely joined where they meet over Interior partitions and nailed to 7. End of wood girders entering concrete ov masonry walls shall be provided with a 1/2" air space on tops, adjacent rafters to provide a continuous tie across the building when such Joists are parallel to the rafters. sides, and ends unless naturally durable or pressure -treated woad used. le SAFETY GLAZING REQUIRED: 8. Whether resistive sheathing paper as asphalt -saturated felt must be free from holes and breaks, weighing no less than 14 pound per sq.ft. Such felt shall be applied horizontal) with the upper layer lapped over the p p q y pp R308.1 Each pane of glass installed in a hazardous location shall be provided with a manufacturers designation -. MECHANICAL: AIi appliances must be installed per manufacturer specifications. h . lower layer not less than 2" and where Joints occur, felt shall be lapped not less than 6".n specifying whoa lied the designation, designating the a of lass and the safe glazing standard. The PF 9 9 9 9 �` 9 9 designation shall be visible in the final installation and shale be aced etched, sand -blasted, ceramic fired, laser 1. Every dwelling unit shall be provided with heating facilities capable of maintaining a min. caulking, , weatherrsto prevent air leakage around: 9stripping 9 9. Providewindows etched, embossed or on that cannot be removed without being destroyed. room temperatures of fill deg. F in all habitable rooms. Each heating -cooling system shall be all windows and exterior doors, and e opening between walls and foundation, R308.4 Hazardous locations. The following shall be considered specific hazardous locations for the purposes of provided with at least one temperature control device. 2. All warm air furnaces shall be listed and labeled by an approved agency and installed opening between walls and roof, opening at all penetrations of the building envelope for utility services. P 9 P 9 P dy glazing: 1. Glazing in all fixed and operable panels of swinging, sliding and bifoid doors. per manufacturer specifications. 3. Appliances shall be accessible for Inspection, service and replacement without removing 10. AS access doors from conditioned to unconditioned aces, etc.) shall be weather spaces attics, crawls P ( P stripped and insulated to the level equivalent to the insulation on the surrounding surfaces. Exceptions: 1. Glazed openings of a size through which a 3-inch diameter (76 ram) sphere is unable to pass. permanent construction. 4. Appliances having an ignition source shall be elevated such that the source ignition Is not 2. Decorative glazing. less than 18 inches above the floor of garage, and shall be protected from impact by FOOTING AND FOUNDATION: 1. All footing shall be supported on undisturbed natural soft or engineered fill. 9 PP 9 Glazing in individual)acof fixed or operable panel adjacent to a door where the nearest vertical edge is Rithin automobiles. 5. Appliances designed to be fixed in position shall be fastened or anchored in an approved 2. Footingfor mason fireplaces and chimneys shall be constructed of concrete or solid mason at least masonry P Y �' a2. m h {the ram) arc of the door m a closed position and whose bottom edge is less than within a s above 60 ruches above the floor or walking surface. manor. Temperature and pressure rate- shall drained outside. Drain may not 12" thick and shall extend at (east 6" beyond the face of the foundation wall. Exceptions: 6" from be trapped and must terminate from 2" - 6" from the ground. Where required, an approved ro Where 3. Concrete foundation walls shall extend above finished grade adjacent to the foundation 9 1 1. Decorative glazing. expansion tank shall be provided. at all points a min. of 4" where masonry used and a min. of 6" elsewhere. 4. All exterior feelings shall be placed at least la" below undisturbed ground surface. 2. When there is an intervening wall or other permanent barrier between the door and the glazing. 6. Where applicable, provide water hammer arrestors at all quick -acting valves at plumbing supply. 5. A ground cover of 6 mil. black polyethylene shall be lard over the ground within crawl spaces. The ground 3. Glazing in walls on the latch side of and perpendicular to the lane of the door In a closed osition. 9 p rP P P 4. Glazing where access through the door as to a closet or storage area 3-ft or less in depth. 7. Clothes dryer exhaust ducts shall terminate outside the building, and be equipped with a cover shall be overlapped 12" min. at the joints and shall extend to the foundation wall. The ground cover 5. Glazing that is adjacent to the fixed panel of patio doors. backdraft damper. The max. length of a clothes dryer exhaust shall be not more than 25 ft. may be omitted if crawl space has concrete slab of min. 3 1/2" in thickness. - from the dryer location to the wall or roof termination. Duct length must be reduced by 2.5 ft. DRAINAGE NOTES: R308.4.3. Glazing in an individual fixed or operable panel that meets all of the following conditions: 1. The exposed area of an individual pane is larger than 9 square feet; and for 45 deg. bend and 5 ft. for 90 deg. bend. . 8. All showers and tubs shall have pressure balancer or thermostatic controlled mixer valves. 1. Surface drainage shall be diverted to a storm sewer conveyance or other approved point of collection so Y PP P as to not create a hazard. Lots shall be graded to drain surface water away from foundation waits. 2. The bottom edge of the glazing is less than 18 Inches above the floor; and 9. All healing dust within unconditioned spaces shall be Insulated. 10. Installer shall leave the manufacturer's installation and operating instructions attached to the 3. The top edge of the glazing is more than appliance. FRAMING NOTES: 36 inches above the floor; and 1. Access to all under flesh spaces shall be provided with a min. opening of x 4. One or more walking surfaces are within 36 inches, measured horizontally and In a straight line, of the glazing. Exceptions: VAPOR RETARDER/MOISTURE CONTROLaRC R702.7 Class 1, II, or 111, vapor retarders shall be to tcoo 2. Under floor clearance shall be ei min. of 18" to the floor joist and 12" min. to the wood girders. 1. Decorative glazing. - Installed on the Interior side of the framed walls. Sheet polyethylene, Imperforated aluminum foil, - 3. Attic with a minimum vertical height of 30" must be provided with a minimum access opening of not less than 22" x 30". 9 P P 9 rail installed the accessible side(s) of the glazing to inches above the walking 2. When a horizontaltshall kmft-faced fiberglass balls, latex or enamel paints in stalled In accordance with manufacturer DOORS AND WINDOWS: surface. The rail shall be capable of withstanding a horizontal load of 50 pounds per linear foot without c withstanding n per _ specifications are deemed to meet class I, li or Ill. Kraft -faced batts shall be flee stapled over studs. 1. At least one h door shall be provided for each dwelling unit. The required exit door contacting the glass and be a minimum of 1112 inches (38 mm)ln cross sectional height. 3. Outboard panes in insulating glass units and other multiple glazed panels when the bottom edge of the glass Is AIR LEAKAGE INCLUDING RECESSED LIGHTING FIXTURES: IECCANSEC R407.3, R402.4. The shall in s fside-hingedomra door not less than 36" a width and 80" in height. 2. Openings s from a garage directly into room used for sleeping purposes shall not be permitted. Other P g 9 9 Y 9 ra p 25 feet or more above grade, a roof, walking surfaces or other horizontal [within 45 degrees of horizontal] surface , or r hour. shall be tested and ducted as havinganair leakage rate not exceeding 5 air ` changes changes per hour. Testing shall a blower door accordance with IECC r opening between garage and residence shall he 20-minute fire -rated doors. u adjacent to the glass exterior. e r suits of thewithtest g the t _ R402.4.1.2. A written report of the results of the test shall be signed by the party conducting the test d 3. All sleeping rooms and basement are required to have egress windows. The window shall have a min. net clear openable area of 5.7 sq.ft. The min. net clear openabie height shall be 24" and min. openable width shall be not less than 20". The window shall q 9 R308.4.4. All glazing in guards and railings regardless of area or height above a walking surface, including and provided to the building inspector during the final inspection. Provisions to limit air leakage shall be provided to those locations separating outdoor ambient conditions from interior spaces that are heated or have finished sill height not more than above the floor. Window wells shall provided when egress windows have a structural baluster panels and nonstructural infili panels. Glass used as a handrail assembly or a guard section shall be firmly supported on all edges. As an option glazing not supported on alledges shall be approved subject mechanically cold. Seats & Weather-stripping: a) Exterior joints around windows and door frames, openings o be fully opened and provide a min. height below adjacent ground elevation. The well shall allow the window a el finished to detailed construction documents, detailed shop drawings, and analysis or test data assuring safe between walls and foundation, between wails and roof and wall panels; openings at penetrations of le it accessible netclearo opening of "sh with a min. dimensioner 36. Window wells with performance for the specific installation prepared by a registered design professional shalt be required. (ref utility services through walls, floors, and roofs; and at all other openings in the building envelope, and between 4 shall be provided with permanent ladder, a vertical depth of more than 4 tBC2403} dwelling units shall be sealed, caulked, gasketed or weather-stripped to limit air leakage. Other exterior Joints n 4. Any change in windows must be approved by the Building Department prior to installation. NFRC compliance sticker shall e and seams and seams shall be similarly treated or taped, or covered with moisture vapor permeable house remain on the windows until the framing inspection has been approved by the Building Department. R308.wrap. .5. Glazing and wet surfaces including ng enclosures or walls facing hot tubs, whirlpools, saunas, steam b) All exterior doors or doors serving as access to an enclosed unheated area shall be weather-stripped rooms, rooms, bathtubs and showers where the bottom -exposed edge the glazing is less than fig inches measured to limit air leakage around the perimeter when in a closed position. c) Site built windows are exempt from - VENTILATION NOTES: 1. All habitable rooms must be provided with natural light (glazing area min. 8 percent of the floor area of such room) and 0 vertically above any standing or walking surface and Tess than 60-inches measured horizontally in a straight line 'testing but shall be made tightfitting. Fined Iitessnali have glass retained by stops with sealant or caulking all around. ventilation, and have a min. openabie area to the outdoor of 4 percent of the floor area being ventilated. from the water's edge of a bathtub, hot spa, or whirlpool, or swimming pool. RECESSED LIGHTING FIXTURES shall be type IC rated, and ins and certified under ASTM283 to have no 2. For the purpose of air flow, all interior doors shall be undercut to a min. of 1/2" above the surface of the finished floor covering. Glazing in waits and fences adjacent to Indoor and outdoor slamming pools, hot tubs and spas where the bottom more than 2.0 cam air movement from the conditioned space to the ceiling cavity. The lighting fixture shall be EXHAUST FANS: IRC R303.4, Section M1501, M1507. Exhaust fans are required in each kitchen, bathroom, water closet edge of the glazing is less than inches above a walking surface and within 60 inches, measured horizontally tested at 75 Pascal's or 1.57-Ibs/sq. ft. pressure difference and have a label attached, showing with this lest method. Recessed lighting fixtures shall he installed with a gasket or caulk between the fixture and ceiling to room, laundry facility, indoor swimming pool, spa and other rooms where excess water vapor or cooking odor is produced. The r' and in a straight line, of the waters edge. This shall apply to single glazing and all panes in multiple glazing. prevent air leakage. air removed by every mechanical exhaust system shall be discharged outdoors at a point where it will not cause a nuisance and R Glazing adjacent to stairways, landings and ramps less than 36 inches above the plane of the walking not less than the distances surface. surface. ELECTRICAL NOTES: specified in IMC Section 501.2.1. The air shall be discharged to a location from which it cannot again be readily drawn in p g g Y Exceptions: 1 Se pirate permit may be required for electrical, mechanical and plumbing inspections. All by a ventilating system. Dryer exhaust ducts shalt not be exhausted Into an attic or crawl space. The termination point shall be 1. When a rail is installed on the accessible side(s) of the glazing 34 to electrical wiring and tnstaitations shall be as required by state and focal electrical codes. located at least 3-feet from property Tines, 3-feet in any direction from openings into the buildings 10-feet from intake 38 inches above the walking surface. The rail shall be capable withstanding a horizontal load of 50 pounds per 2. Provide GFI for all bath receptacles and waterproof outlets with 6'-0" of all sinks and lays. 3. Smoke detectors be installed in in the and mechanical air linear foot without contacting the glass and a minimum of inches an cross sectional height. shall each sleeping area, outside of each sleeping area alking surface. 2. Glazing 36-inches or more measured horizontally from the walking immediate vicinity of the bedrooms and on each additional story of the dwelling including SEALS AND WEATHERSTRIPPING: basement but not crawl space or uninhabitable attics. Smoke detectors shall be interconnected 1. Apply DuPont FlexWrap self adhesive material into the windows rough opening prior R308.4.7. Glazing adjacent to the stair landing at the bottom of a stairway where the glazing is less than 36- - in such a manner that the actuation of one alarm will activate all of the alarms. In new to windows installation, per manufacturer's omenda inches above the landing and within 60 inches horizontally of the bottom tread. construction, the required smoke alarm shall receive their q power from the building wiring when e 2. Exterior doors and windows shall be designedd to limit air r leakage into or from the building envelope, Exceptions: such wiring is served, and when primary power Is interupted,shall receive power from a battery. - 2a. Exterior Joints around windows and door frames, opening between walls and foundation, between walls and roof and wall The side of the stairway has a guardrail or handrail, including balusters or in -fill panels, complying with Smoke detectors shall be a min. of T-O' from duct opening. panels; opening at penetrations of utility services through wails, floors and roofs; and all other openings in the building envelope Sections R311.7.6 and R312 and the of the is more than 18 inches from the 4, All receptacles shall be grounded P 9< type. Receptacles located in kitchen and bathrooms and between units shall be sealed, caulked, gasketed or weatherstripped to limit air leakage, plane glass guard.t shall be installed above the work top. 3. All exterior doors or doors serving as access to an enclosed unheated area shall be weatherstripped to limit leakage around BATH AND SHOWERS: 5. Outlets in garage, mechanical rooms and unconditioned storage shall be mounted 18" off floor, their perimeter when in a closed position. 4. Site built windows shall be made tightfitting. Fixed lites shall have glass retained by stops with sealant or caulking all around. 1. All walls and ceilings of bathtub and shower enclosures areas shall be covered with approved waterproof and shall be GFI circuit. 6. All recessed lighting to be thermally protected.. Operating sash shall have w working against overlapping tram and and a closer/latch which will hold the sash material. 2. Shower walls and floors, and walls above the bathtubs with installed shower heads shall finished with a 7. All dealing boxes used for support of fans, sou approved type, and securely fastened to building frame. dosed. The window frame to framing crack shall be made tight with caulking, overlapping membrane or other approved framing crack nonabsorbent material. Such wall surface shall extend to a height of not less than 6'-8" above finished floor. a 8. Interior staiways shall be provided with a light source located in the immediate vicinity of each fight technique. 3. Water resistant gypsum board shall not be installed over a vapor retarder an a shower or tub compartments. landing of the stairway. I 9. All exterior building and landscaping lighting connected to the common house meter must meet high INSULATION NOTES: 4. All surfaces immediately adjacent to washer, dryer and laundry tubs shall be surfaced with approved waterproof material. efficiency requirements and controlled by photooell that prevent operation during daylight hours. t. Walt insulation, attic, vaulted ceiling and under -Odor insulation shall in accordance with a local energy code. insulate Extend 5. All bathroom and utility room floor shall be finished with approved nonabsorptive material. 10. Exterior stairways shall be provided with a light source located in the imm(diate vicinity of the top of the tubs and showers. Insulation baffles to maintain min. 1" air space abovea insulation. Extend baffle 6" above halt insulation. Extend finished 6. Kitchen Floor shall be finished with approved nonabsorptive material. landing of the stairway. The illumination of exterior stairways shall be controlled from inside the dwelling unit. baffle 12" above blown insulation. � 2. All ductwork shall be insulated without Impingement from building surface. 7. Shower shall have a min. finished interior floor area of 1024 sq.(n. and shall also be capable of encompassing a 30" circle. LIGHTING: IECCIWSEC R404 &Chapter 2. Aminimum of 75% of permanently installed lamps In 3. In deep frost line areas, or as required by local Cade, water pipes outside of the conditioned 8. Water closet shall be located in a clear space not less than 30 inches in width. The clear fighting fixtures shall be high -efficacy lamps. Fuel gas lighting systems shall not have continuously space shall be insulated to a min. of R-3. space in front shall be min. of 21 inches. buring pilot lights. High efficiency lamps are defined in Chapter 2. they include compact fluorescent lamps, 4. All electric hot water heaters must be insulated to a R-10 when located in an unheated space or on a concrete floor. T-8 or smaller diameter lenear fluorescent lamps or lamps with an efficacy 1) 60 lumens per watt for lamps SKYLIGHTS: over 40 watts; 2) 50 lumens per waft for lamps over 15 watts to 40 watts; 3) 40 lumens per watt for lamps 15 ROOF NOTES: 1. Roof slopes from 2 units vertical by 12 units horizontal up to 4 units vert. and 12 units 1. All skylights must be laminated glass under tempered glass, unless provided with watts or less. horizontal, underlayment shall be 2 layers overlapping 19 inches. For slopes of 4 units screens. Exs.: Laminated glass need not be provided within individual dwelling units vert. by 12 units horz. or underlayment shall be 1 layer overlapping 2 inches. when fully tempered glass Is used as single glazing or in both panes of an Insulating greater, glass unit when all the following conditions are met: MASONRY • a. The area of each pane or unit shall not exceed 16 sq.ft. 1. Stone and masonry veneers installed over a backingof wood or cold -formed steel shall b. The highest point of the glass shall not be higher than 12 feet above the walking surface or other TABLE M1507.4 be limited to the first story above grade and shall not exceed 5" In thickness. accessible area. a The nominal thickness of each pain shall not exceed 3116". - AREA TO BE EXHAUSTED - EXHAUST RATES FIREBLOCKING: Kitchen 100 efm intermittent or 25 cfm continuous 1. Fireblocking shall be provided to cut off all concealed draft openings(vertical and - -- - - - - horizontal) and to form an effective fire barrier between stories and the roof spaces. Bathroom/Toilet Room 50 cfm intermittent or 20 cam continuous Fireblocking shall be provided in wood framed construction in the following locations: - - - - - - ` At opening around vents, pipes, and dust at ceiling and floor levels. - TABLE M1507.3.6.2 At all drop ceilings, soffits and cove ceilings. PRESCRIPTIVE SUPPLY FAN DUCT SIZING ` Vertically at the ceiling and floor levels. - - - ' Horizontally at intervals not exceeding 10 fL Supply Fan Tested CFM at 0.40" WG " Between stair stringers at the top and bottom of the ran. ` Fireblocking of comices of a two story dwelling is required at the line of the Specified Volume Minimum Smooth Minimum flexible dwelling unit separation. from Table 15073.3 (1) Dud Diameter Duct Diameter CHIMNEY TERMINATION: 50.90 CFM 4 INCH 5 INCH 1. Chimneys for residential -type or low heat appliances shall extend at least 3 feet above the highest point where they pass through a roof of a building and at least of 2 feet - 90.150 CFM 5 INCH 61NCH higher than any portion of building within horizontal distance of 10 feet. - - 150.250 CFM 6 iNCN 7 INCH 250-400 CFM 71NCH SINCH NOTES PER 2015 iBC & WSEC TABLE R402.1.1 WSEC INSULATION AND FENESTRATION REQUIREMENTS BY COMPONENTa CLIMATE ZONE 5 AND MARINE 4 FENESTRATION U-FACTORb 0.30 SKYLIGHT U-FACTOR 0.50 GLAZED FENESTRATION SHGCb, a NR CEILING R VALUEj 49 WOOD FRAME WALL R-VALUE 21 int Mass Wall R Valuel 21121E FLOOR R-VALUE SOO BELOW-GRADEc,k WALL R•VALUE 10115/211nt+TB SLABd R-VALUE & DEPTH 10, 2ft 1 foot = 304.8 mm, ci = continuous insulation, int = intermediate framing. a R-values are minimums. U-factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the insulation, the compressed R-value of the insulation from Appendix Table A7o1.4 shall not be less than the R-value specified in the table. b The fenestration U-factor column excludes skylights. The SHGC column applies to all glazed fenestration. Exception: Skylights maybe excluded from glazed fenestration SHGC requirements in Climate Zonesl through 3 where the SHGC for such skylights does not exceed 0.30. c "10/15121 +TB" means R-10 continuous insulation on the exterior of the wall, or R-15 on the continuous insulation on the interior of the wall, or R-21 cavity insulation plus a thermal break between the slab and the basement wall at the Interior of the basement wall. "10/15/21,.+TB" shall be permitted to be met with R-13 cavity insulation on the Interior of the basement wall plus R-5 continuous insulation on the Interior or exterior of the wall. "10/13" means R-10 continuous Insulation on the interior or exterior of the home or R-13 cavity insulation at the interior of the basement wall. "TB" means thermal break between floor slab and basement wall. d R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9.1. e There are no SHGC requirements in the Marine Zone. f Basement wall insulation Is not required in warm -humid locations as defined by Figure R301.1 and table R301.1. g Reserved. h First value is cavity insulation, second is continuous insulation or insulated siding, so "13 +5" means R-13 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous insulation R-value shall be permitted to be reduced by no more than R-3 In the locations where structural sheathing is used to maintain a consistent total sheathing thickness. f The second R-value applies when more than half the insulation is on the interior of the mass wall. j For single rafter- or joist -vaulted ceilings, the insulation may be reduced to R-38. k Int. (Intermediate framing) denotes standard framing 16 inches on center with headers insulated with a minimum of R-10 insulation. I Log and solid timber walls with a minimum average thickness of 3.5 inches are exempt from this insulation requirement. Ventilation requirements are met through the prescriptive method with fresh air provided through an integrated forced air system supolvina fresh air through the forced air system and exhaust through the whole house fan. TABLE M1507.3.3(1) CONTINUOUS WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM AIRFLOW RATE REQUIREMENTS DWELLING UNIT NUMBER OF BEDROOMS FLOOR AREA 0.1 2-3 4-5 6-7 (square feet) Airflow In CFM <1,500 30 45 60 75 1,501-3,000 45 60 75 90 3,001.4,500 60 75 90 105 4,501-6,000 75 90 106 120 6,001-7,500 90 105 120 135 >7,500 105 120 136 150 For SI: 1 square foot = 0.0929 me,1 cubic foot per minute = 0.0004719 mats. TABLE MI607.3.3(2) INTERMITTENT WHOLE•HOUSE MECHANICAL VENTILATION RATE FACTORSa,b RUNTIME PERCENTAGE IN EACH 4- 25% 33% 50% 66% 75% 100% HOUR SEGMENT Factor' 4 3 2 1.5 1.3 1.0 a. For ventilation system run time values between those given, the factors are permitted to be determined by interpolation. b. Extrapolation beyond the table Is prohibited. WSEC TABLE 403.8A.2 PRESCRIPTIVE EXHAUST DUCT SIZING Fan Tested CFM Minimum Flex Max. Length Minimum Smooth @.25"W.G. Diameter Feet Diameter 50 41nch 25 41nch 50 5 inch 90 51nch 50 61nch No Limit 6Inch 80 41nch" N/A 41nch 80 5 inch 15 5 inch 80 61nch 90 6 inch - 100 51nch" N/A 5 inch 100 61nch 45 61nch 125 6lnch 15 61nch 125 7 inch 70 71nch "Foreach additional elbow subtract 10 feet from length. Flex ducts of this diameter are not permitted with fans of this size. Max. Length Feet 70 100 No Limit 20 100 No Limit 50 Me Limit No Limit No Limit CODE COMPLIANCE APPROVED AUG 08 2019 :1 City of Tukwila BUILDING DIVISION >7 90 105 120 135 150 165 Maximum Elbows" 3 3 3 3 3 3 3 3 3 3 the CITY OF TUKWILA JUL 2 6 2019. PERMIT CENTER TITLE PROPOSED FOR SUKHBIR GREWAL 14817-46 LANE SOUTH TUKWILA, WA. 98168 TAX PARCEL NO. 0042-000-132 11 OWN: i H.B. 11 SCALE: 1 11 DATE: I APR.29.2019 CHKD: PHONE: (206) 244-1900 DRAWING NO. Bruce MacVelgh, P.E. TUKWILA, WA. 206.242.7665 01 L� a 10 D General Notes: International residential code 2015 edition and all applicable codes and authorities having jurisdiction to be followed. 2015 International Residential Code 2015 Washington State Energy Code Foundation: TABLE R402.2 MINIMUM SPECIFIED COMPRESSIVE STRENGTH OF CONCRETE MINIMUM SPECIFIED COMPRESSIVE 'c STRENGTHa (f) TYPE OR LOCATION OF CONCRETE Weathering Potentiaib CONSTRUCTION Negligible Moderate Severe Basement walls, foundations and other concrete 2,500 2,500 2,500c not exposed to the weather Basement slabs and interior slabs on grade, 2,500 2,500 2,500c except garage floor slabs Basement walls, foundation walls, exterior walls and other vertical concrete 2,500 3,000d 3,000d work exposed to the weather Porches, carport slabs and steps exposed to the weather, and garage floor 2,500 3,000d, e, f 3,500d, e, f slabs TABLE R403.3(1) MINIMUM FOOTING DEPTH AND INSULATION REQUIREMENTS FOR FROST -PROTECTED FOOTINGS IN HEATED BUILDINGSa HORIZONTAL HORIZONTAL INSULATION AIR MINIMUM VERTICAL INSULATION DIMENSIONS PER FIGURE R403.3(1) FREEZING FOOTING 00T INSULATION RNALUEc e , (inches) INDEX DEPTH, D RNALUEc,d Along At A B C (°F-days)b (inches) walls corners 1,500 or 12 4.5 Not Not Not Not Not less required required required required required 2,000 14 5.6 Not Not Not Not Not required required required required required 2,500 16 6.7 1.7 4.9 12 24 40 3,000 16 7.8 6.5 8.6 .12 24 40 3,500 16 9.0 8.0 11.2 24 30 60 4,000 16 10.1 10.5 13.1 24 36 60 According to TABLE R403.3(2)-continued AIR -FREEZING INDEX FOR U.S. LOCATIONS BY COUNTY AIR -FREEZING INDEX STATE 1500 orles 2000 2500 000 500 4 00 Washington All counties Chelan, Douglas, not listed Ferry, Okanogan R403.3.3 Drainage Final grade shall be sloped in accordance with Section R401.3. In other than Group I Soils, as detailed in Table R405.1, gravel or crushed stone beneath horizontal insulation below ground shall drain to daylight or into an approved sewer system. R405.1 Concrete or Masonry Foundations Drains shall be provided around concrete or masonry foundations that retain earth and enclose habitable or usable spaces located below grade. Drainage tiles, gravel or crushed stone drains, perforated pipe or other approved systems or materials shall be installed at or below the area to be protected and shall discharge by gravity or mechanical means into an approved drainage system. Gravel or crushed stone drains shall extend not less than 1 foot (305 mm) beyond the outside edge of the footing and 6 inches (152 mm) above the top of the footing and be covered with an approved filter membrane material. The top of open joints of drain tiles shall be protected with strips of building paper. Except where otherwise recommended by the drain manufacturer, perforated drains shall be surrounded with an approved filter membrane or the filter membrane shall cover the washed gravel or crushed rock covering the drain. Drainage tiles or perforated pipe shall be placed on a minimum of 2 inches (51 mm) of washed gravel or crushed rock not less than one sieve size larger than the tile joint opening or perforation and covered with not less than 6 inches (152 mm) of the same material. R406.1 Concrete and Masonry Foundation Dampproof(ng Except where required by Section R406.2 to be waterproofed, foundation walls that retain earth and enclose interior spaces and floors below grade shall be dampproofed from the higher of (a) the top of the footing or (b) 6 inches (152 mm) below the top of the basement floor, to the finished grade R408.6 Finished Grade The finished grade of under -floor surface shall be permitted to be located at the bottom of the footings; however, where there is evidence that the groundwater table can rise to within 6 inches (152 mm) of the finished floor at the building perimeter or where there is evidence that the surface water does not readily drain from the building site, the grade in the under -floor space shall be as high as the outside finished grade, unless an approved drainage system is provided. R302.11 Fireblocking In combustible construction, fireblocking shall be provided to cut off both vertical and horizontal concealed draft openings and to form an effective fire barrier between stories, and between a top story and the roof space. Fireblocking shall be provided in wood -framed construction in the following locations: 1. In concealed spaces of stud walls and partitions, including furred spaces and parallel rows of studs or staggered studs, as follows: 1.1. Vertically at the ceiling and floor levels. 1.2. Horizontally at intervals not exceeding 10 feet (3048 mm). 2. At interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings. 3. In concealed spaces between stair stringers at the top and bottom of the run. Enclosed spaces under stairs shall comply with Section R302.7. 4. At openings around vents, pipes, ducts, cables and wires at ceiling and floor level, with an approved material to resist the free passage of flame and products of combustion. The material filling this annular space shall not be required to meet the ASTM E 136 requirements. R305.1 Minimum Height Habitable space, hallways and portions of basements containing these spaces shall have a ceiling height of not less than 7 feet (2134 mm). Bathrooms, toilet rooms and laundry rooms shall have a ceiling height of not less than 6 feet 8 inches (2032 mm). R308 Glazing; Except as indicated in Section R308.1.1 each pane of glazing installed in hazardous locations as fed in Section R308 4 shall b provided with a manufacturer's designationspecifying who de m S e p g applied the designation, designating the type of glass and the safety glazing standard with which it complies, which is visible in the final installation. The designation shall be acid etched, sandblasted, ceramic -fired, laser etched, embossed, or be of a type that once applied cannot be removed without being destroyed. A label shall be permitted in lieu of the manufacturer's designation. R310.1 Emergency Escape and Rescue Opening Required Basements, habitable attics and every sleeping room shall have not less than one operable emergency escape and rescue opening. Where basements contain one or more sleeping rooms, an emergency escape and rescue opening shall be required in each sleeping room. Emergency escape and rescue openings shall open directly into a public way, or to a yard or court that opens to a public way. R310.2.1 Minimum Opening Area Emergency and escape rescue openings shall have a net clear opening of not less than 5.7 square feet (0.530 m2). The net clear opening dimensions required by this section shall be obtained by the normal operation of the emergency escape and rescue opening from the inside. The net clear height opening shall be not less than 24 inches (610 mm) and the net clear width shall be not less than 20 inches (508 mm). Exception: Grade floor or below grade openings shall have a net clear opening of not less than 5 square feet (0.465 m2). R310.2.2 Window Sill Height Where a window is provided as the emergency escape and rescue opening, it shall have a sill height of not more than 44 inches (1118 mm) above the floor. R311.1 Means of Egress Dwellings shall be provided with a means of egress in accordance with this section. The means of egress shall provide a continuous and unobstructed path of vertical and horizontal egress travel from all portions of the dwelling to the required egress door without requiring travel through a garage. The required egress door shall open directly into a public way or to a yard or court that opens to a public way. R311.6 Hallways The width of a hallway shall be not less than 3 feet (914 mm). R311.7.1 Stairway Width Stairways shall be not less than 36 inches (914 mm) in clear width at all points above the permitted handrail height and below the required headroom height. Handrails shall not project more than 4112 inches (114 mm) on either side of the stairway and the clear width of the stairway at and below the handrail height, including treads and landings, shall be not less than 311/2 inches (787 mm) where a handrail is installed on one side and 27 inches (698 mm) where handrails are provided on both sides. R311.7.5.1 Risers The riser height shall be not more than 73/4 inches (196 mm). The riser shall be measured vertically between leading edges of the adjacent treads. The greatest riser height within any flight of stairs shall not exceed the smallest by more than 3/8 inch (9.5 mm). Risers shall be vertical or sloped from the underside of the nosing of the tread above at an angle not more than 30 degrees (0.51 rad) from the vertical. Open risers are permitted provided that the openings located more than 30 inches (762 mm), as measured vertically, to the floor or grade below do not permit the passage of a 4-inch- diameter (102 mm) sphere. R311.7.5.2 Treads The tread depth shall be not less than 10 inches (254 mm). The tread depth shall be measured horizontally between the vertical planes of the foremost projection of adjacent treads and at a right angle to the tread's leading edge. The greatest tread depth within any flight of stairs shall not exceed the smallest by more than 3/8 inch (9.5 mm). R311.7.6 Landings for Stairways There shall be a floor or landing at the top and bottom of each stairway. The width perpendicular to the direction of travel shall be not less than the width of the flight served. Landings of shapes other than square or rectangular shall be permitted provided that the depth at the walk line and the total area is not less than that of a quarter circle with a radius equal to the required landing width. Where the stairway has a straight run, the depth in the direction of travel shall be not less than 36 inches (914 mm). R311.7.8 Handrails Handrails shall be provided on not less than one side of each continuous run of treads or flight with four or more risers. R311.7.8.1 Height Handrail height, measured vertically from the sloped plane adjoining the tread nosing, or finish surface of ramp slope, shall be not less than 34 inches (864 mm) and not more than 38 inches (965 mm). R311.7.10.1 Spiral Stairways Spiral stairways are permitted, provided that the clear width at and below the handrail is not less than 26 inches (660 mm) and the waikline radius is not greater than 241/2 inches (622 mm). Each tread shall have a depth of not less than 63/4 inches (171 mm) at the waikline. All treads shall be identical, and the rise shall be not more than 91/2 inches (241 mm). Headroom shall be not less than 6 feet 6 inches (1982 mm). Section R314 Smoke Alarms R314.3 Location Smoke alarms shall be installed in the following locations: 1. In each sleeping room. 2. Outside each separate sleeping area in the immediate vicinity of the bedrooms. 3. On each additional story of the dwelling, including basements and habitable attics and not including crawl spaces and uninhabitable attics. In dwellings or dwelling units with split levels and without an intervening door between the adjacent levels, a smoke alarm installed on the upper level shall suffice for the adjacent lower level provided that the lower level is less than one full story below the upper level. 4. Smoke alarms shall be installed not less than 3 feet (914 mm) horizontally from the door or opening of a bathroom that contains a bathtub or shower unless this would prevent placement of a smoke alarm required by Section R314.3. R314.3.1 Installation Near Cooking Appliances Smoke alarms shall not be installed in the following locations unless this would preventpl acement of a smoke alarm in a location required by Section R314.3. 1. Ionization smoke alarms shall not be installed less than 20 feet (6096 mm) horizontally from a permanently installed cooking appliance. 2. Ionization smoke alarms with an alarm -silencing switch shall not be installed less than 10 feet (3048 mm) horizontally` from a permanently installed cooking appliance. 3. Photoelectric smoke alarms shall not be installed less than 6 feet (1828 mm) horizontally from a permanently installed cooking appliance. R314.4 Interconnection Where more than one smoke alarm is required to be installed within an individual dwelling unit in accordance with Section R314.3, the alarm devices shall be interconnected in such a manner that the actuation of one alarm will activate all of the alarms in the individual dwelling unit. Physical interconnection of smoke alarms shall not be required where listed wireless alarms are installed and all alarms sound upon activation of one alarm. Section R315 Carbon Monoxide Alarms R315.2.1 New Construction For new construction, carbon monoxide alarms shall be provided in dwelling units where either or both of the following conditions exist. 1. The dwelling unit contains a fuel -fired appliance. The dwelling unit has an attached garage with an opening that communicates with the dwelling R317.1.2 Ground Contact All wood in contact with the ground, embedded in concrete in direct contact with the ground or embedded in concrete exposed to the weather that supports permanent structures intended for human occupancy shall be approved pressure -preservative -treated wood suitable for ground contact use, except that untreated wood used entirely below groundwater level or continuously submerged in fresh water shall not be required to be pressure -preservative treated. R319.1 Address Identification Buildings shall be provided with approved address identification. The address identification shall be legible and placed in a position that is visible from the street or road fronting the property. Address identification characters shall contrast with their background. Address numbers shall be Arabic numbers or alphabetical letters. Numbers shall not be spelled out. Each character shall be not less than 4 inches (102 mm) in height with a stroke width of not less than 0.5 inch (12.7 mm). Where required by the fire code official, address identification shall be provided in additional approved locations to facilitate emergency response. Where access is by means of a private road and the building address cannot be viewed from the public way, a monument, pole or other sign or means shall be used to identify the structure. Address identification shall be maintained. R507.4 Decking iximum allowable spacing for joists supporting decking shall be in accordance with Table R507.4. )od decking shall be attached to each supporting member with not less than (2) 8d threaded nails (2) No. 8 wood screws. MATERIAL TYPE AND NOMINAL SIZE MAXIMUM ON -CENTER JOIST SPACING Perpendicular to joist Diagonal to joist 1 %4- inch thick wood 16 inches 12 inches 2-inch-thick wood 24 inches 16 inches Plastic composite In accordance with Section R507.3 in accordance with Section R507.3 For SI: 1 inch = 25.4 mm., 1 foot = 304.8mm, 1 degree = 0.01745 red. a. Maximum angle of 45 degrees from perpendicular for wood deck boards FIGURE R602.3(1) TYPICAL WALL, FLOOR AND ROOF FRAMING Basement slab and wall insulation R402.2.8 Below -grade walls. Below -grade exterior wall insulation used on the exterior (cold) side of the wall shall extend from the top of the below -grade wall to the top of the footing and shall be approved for below -grade use. Above -grade insulation shall be protected. Insulation used on the interior (warm) side of the wall shall extend from the top of the below -grade wall to the below -grade floor level and shall include R-5 rigid board providing a thermal break between the concrete wall and the slab. R402.2.9 Slab -on -grade floors. The minimum thermal resistance (R-value) of the insulation around the perimeter of unheated or heated slab -on -grade floors shall be as specified in Table C402.1.1. The insulation shall be placed on the outside of the foundation or on the inside of the foundation wall. The insulation shall extend downward from the top of the slab for a minimum distance as shown in the table or to the top of the footing, whichever is less, or downward to at least the bottom of the slab and then horizontally to the interior or exterior for the total distance shown in the table. A two-inch by two-inch (maximum) pressure treated nailer may be placed at the finished floor elevation for attachment of interior finish materials. Insulation extending away from the building shall be protected by pavement or by a minimum of 10 inches (254 mm) of soil. R402.2.9.1 Heated slab -on -grade floors (Mandatory). The entire area of a heated slab -on -grade floor shall be thermally isolated from the soil with a minimum of R-10 insulation. The insulation shall be an approved product for its intended use. if a soil gas control system is present below the heated slab -on -grade floor, which results in increased convective flow below the heated slab -on -grade floor, the heated slab -on -grade floor shall be thermally isolated from the sub -slab gravel layer. R-10 heated slab -on -grade floor insulation is required for all compliance paths. )e6 w-ffffE&D FOR CODE COMPLIANCE APPROVED AUG 08 2019 Rl Ali ll TITLE ll PROPOSED FOR SUKHBIR GREWAL 14817-46 LANE SOUTH TUKWILA, WA. 98168 TAX PARCEL NO. 0042-000-132 II DWN: I H.B. 11 I' SCALE: 1 (I DATE: I APR.29.2019 CHKD: PHONE: (206) 244-1900 DRAWING NO. Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 RECEIVED r CITY OF TUKWILA JUL 2 6 2019 (� n 10 PERMIT CENTER ir� 1� DIVISION NA R504.2.2 Moisture Barrier Table 406.2 Enerav Credits (2015 Codel Polyethylene sheeting of minimum 6-mil (0.15 mm) thickness shall be placed over the granular base. Joints shall be lapped 6 inches (152 mm) and left unsealed. he polyethylene membrane shall be placed over the pressure preservative treated -wood sleepers and shall not extend beneath the footing plates of the exterior walls. R505.2.6.2 Web Hole Reinforcing Reinforcement of web holes in floor joists not conforming to the requirements of Section R505.2.6.1 shall be permitted if the hole is located fully within the center 40 percent of the span and the depth and length of the hole does not exceed 65 percent of the flat width of the web. The reinforcing shall be a steel plate or C-shape section with a hole that does not exceed the web hole size limitations of Section R505.2.6.1 for the member being reinforced. The steel reinforcing shall be the same thickness as the receiving member and shall extend not less than 1 inch (25 mm) beyond all edges of the hole. The steel reinforcing shall be fastened to the web of the receiving member with No. 8 screws spaced not more than 1 inch (25 mm) center -to -center along the edges of the patch with minimum edge distance of 1/2 inch (12.7 mm). R505.2.6.3 Hole Patching Patching of web holes in floor joists not conforming to the requirements in Section R505.2.6.1 shall be permitted in accordance with either of the following methods: 1. Framing members shall be replaced or designed in accordance with accepted engineering practices where web holes exceed the following size limits: 1.1. The depth of the hole, measured across the web, exceeds 70 percent of the flat width of the web. 1.2. The length of the hole, measured along the web, exceeds 10 inches (254 mm) or the depth of the web, whichever is greater. 2. Web holes not exceeding the dimensional requirements in Section R505.2.6.3, Item 1, shall be patched with a solid steel plate, stud section or track section in accordance with Figure R505.2.6.3. The steel patch shall, as a minimum, be of the same thickness as the receiving member and shall extend not less than 1 inch (25 mm) beyond all edges of the hole. The steel patch shall be fastened to the web of the receiving member with No. 8 screws spaced not more than 1 inch (25 mm) center -to -center along the edges of the patch with minimum edge distance of 1/2 inch (12.7 mm). R507.1 Decks Wood -framed decks shall be in accordance with this section or Section R301 for materials and conditions not prescribed herein. Where supported by attachment to an exterior wall, decks shall be positively anchored to the primary structure and designed for both vertical and lateral loads. Such attachment shall not be accomplished by the use of toenails or nails subject to withdrawal. Where positive connection to the primary building structure cannot be verified during inspection, decks shall be self-supporting. For decks with cantilevered framing member's connections to exterior walls or other framing members shall be designed and constructed to resist uplift resulting from the full live load specified in Table R301.5 acting on the cantilevered portion of the deck. R507.2 Deck Ledger Connection to Band Joist Deck (edger connections to band joists shall be in accordance with this section, Tables R507.2 and R507.2.1, and Figures R507.2.1(1) and R507.2.1(2). For other grades, species, connection details and loading conditions, deck ledger connections shall be designed in accordance with Section R301. TABLE R507.2.1 PLACEMENT OF LAG SCREWS AND BOLTS IN DECK LEDGERS AND BAND JOISTS MINIMUM END AND EDGE DISTANCES AND SPACING BETWEEN ROWS TOP EDGE BOTTOM EDGE ENDS ROW SPACING Ledger' 2 inchesd 3/4 inch 2 inches' 1 % inches' Band Joist' 3/4 inch 2 inches 2 inches' 1 s/8 inches' For SI: 1 inch = 25.4 mm. a. Lag screws or bolts shall be staggered from the top to the bottom along the horizontal ran of the deck ledger in accordance with Figure R507.2.1(1). b. Maximum 5 inches. c. For engineered rim joists, the manufacturers recommendations shall govem. d. The minimum distance from bottom row of lag screws or bolts to the top edge of the ledger shall be in accordance with Figure R507.2.1(1). 5� 2' R602.6 Drilling and Notching of Studs Drilling and notching of studs shall be in accordance with the following: STAGGER FASTENERS IN 2 ROWS 'MIN. FOR 2 X 8• 'DISTANCE SHALL BE PERMITTED TO `MIN. FOR 2 X 10 BE REDUCED TO 4.5' IF LAG SCREWS 'MIN. FOR 2 X 12 ARE USED OR BOLT SPACING IS REDUCED TO THAT OF LAG SCREWS TO ATTACH 2 X 8 LEDGERS TO 2 X 8 BANE} JOISTS. EM 1. Notching. Any stud in an exterior wall or bearing partition shall be permitted to be cut or notched to a depth not exceeding 25 percent of its width. Studs in nonbearing partitions shall be permitted to be notched to a depth not to exceed 40 percent of a single stud width. 2. Drilling. Any stud shall be permitted to be bored or drilled, provided that the diameter of the resulting hole is not more than 60 percent of the stud width, the edge of the hole is not more than 5/8 inch (16 mm) to the edge of the stud, and the hole is not located In the same section as a cut or notch. Studs located in exterior walls or bearing partitions drilled over 40 percent and up to 60 percent shall be doubled with not more than two successive doubled studs bored. See Figures R602.6(1) and R602.6(2), R602.7.5 Supports for Headers Headers shall be supported on each end with one or more jack studs or with approved framing anchors in accordance with Table R602.7(1) or R602.7(2). The full -height stud adjacent to each end of the header shall be end nailed to each end of the header with four-16d nails (3.5 inches x 0.135 inches). The minimum number of full -height studs at each end of a header shall be in accordance with Table R602.7.5. R602.8 Fireblocking Required Fireblocking shall be provided in accordance with Section R302.11. R602.9 Cripple Walls Foundation cripple walls shall be framed of studs not smaller than the studding above. When exceeding 4 feet (1219 mm) in height, such walls shall be framed of studs having the size required for an additional story. Cripple walls with a stud height less than 14 inches (356 mm) shall be continuously sheathed on one side with wood structural panels fastened to both the top and bottom plates in accordance with Table R602.30 ), or the cripple walls shall be constructed of solid blocking. Cripple walls shall be supported on continuous foundations. R603.9 Structural Sheathing Structural sheathing shall be installed in accordance with Figure R603.9 and this section on all sheathable exterior wall surfaces, including areas above and below openings. SHEATHING IF -St IER R702.3.7 Water -Resistant Gypsum Backing Board Gypsum board used as the base or backer for adhesive application of ceramic tile or other required nonabsorbent finish material shall conform to ASTM C 1396, C 1178 or C 1278. Use of water- resistant gypsum backing board shall be permitted on ceilings. Water-resistant gypsum board shall not be installed over a Class I or 11 vapor retarder in a shower or tub compartment. Cut or exposed edges, including those at wall intersections, shall be sealed as recommended by the manufacturer. R802.3.1 Ceiling Joist and Rafter Connections Ceiling joists and rafters shall be nailed to each other in accordance with Table R802.5.1(9), and the rafter shall be nailed to the top wail plate in accordance with Table R602.30 ). Ceiling joists shall be continuous or securely joined in accordance with Table R802.5.1(9) where they meet over interior partitions and are nailed to adjacent rafters to provide a continuous tie across the building where such joists are parallel to the rafters. R802.10.1 Truss Design Drawings Truss design drawings, prepared in conformance to Section R802.10A, shall be provided to the building official and approved prior to installation. Truss design drawings shall be provided with the shipment of trusses delivered to the job site. R806.2 Minimum Vent Area The minimum net free ventilating area shall be 1/150 of the area of the vented space. Exception; The minimum net free ventilation area shall be 11300 of the vented space provided one or more of the following conditions are met., 1. In Climate Zones 6, 7 and 8, a Class I or 11 vapor retarder is installed on the warm4n-winter side of the ceiling. 2. Not less than 40 percent and not more than 50 percent of the required ventilating area is provided by ventilators located in the upper portion of the attic or rafter space. Upper ventilators shall be located not more than 3 feet (914 mm) below the ridge or highest point of the space, measured vertically, with the balance of the required ventilation provided by eave or cornice vents. Where the location of wall or roof framing members conflicts with the installation of upper ventilators, installation more than 3 feet (914 mm) below the ridge or highest point of the space shall be permitted. R807.1 Attic Access Buildings with combustible ceiling or roof construction shall have an attic access opening to attic areas that have a vertical height of 30 inches (762 mm) or greater over an area of not less than 30 square feet (2.8 m2). The vertical height shall be measured from the top of the ceiling framing members to the underside of the roof framing members. The rough -framed opening shall be not less than 22 inches by 30 inches (559 mm by 762 mm) and shall be located in a hallway or other readily accessible location. Where located in a wall, the opening shall be not less than 22 inches wide by 30 inches high (559 mm wide by 762 mm high). Where the access is located in a ceiling, minimum unobstructed headroom in the attic space shall be 30 inches (762 mm) at some point above the access measured vertically from the bottom of ceiling framing members. See Section M1305.1.3 for access requirements where mechanical equipment is located in attics. OPTION DESCRIPTION CREDIT(S) Estimatedcost la EFFICIENT BUILDING ENVELOPE IS: 0.5 Prescriptive compliance is based on Table R402.1.1 with the following modifications: Vertical fenestration U = 0.28 Floor R-38 Stab on grade R-10 perimeter and under entire stab Below grade stab R-10 perimeter and under entire slab or Compliance based on Section R402.1.4: Reduce the Total UA by 5%. I EFFICIENT BUILDING ENVELOPE 1b: - 1.0 Prescriptive compliance is based on Table R402.1.1 with the following modifications: Vertical fenestration U = 0.25 Wall R-21 plus R-4 Floor R-38 Basement wall R-21 int plus R-5 d Slab on grade R-10 perimeter and under entire slab Below grade slab R-10 perimeter and under entire slab or Compliance based on Section R402,1.4: Reduce the Total UA by 15%. 1c EFFICIENT BUILDING ENVELOPE 1c: 2.0 Prescriptive compliance Is based on Table R402.1.1 with the following modifications: Vertical fenestration U = 0.22 Ceiling and single -rafter or joist -vaulted R-49 advanced Wood frame wall R-21 int plus R-12 ci Floor R-38 Basement wall R-21 int plus R-12 ci Stab on grade R-10 perimeter and under entire slab Below grade slab R-10 perimeter and underentire slab or Compliance based on Section R402.1 A: Reduce the Total UA by 30%. 1da EFFICIENT BUILDING ENVELOPE 1d: 0.5 Prescriptive compliance is based on Table R402.1..1 with the following modifications: Vertical fenestration U = 0.24 2a AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2a: 0.5 Compliance based on R402.4.1.2: Reduce the tested air leakage to 3.0 air changes per hour maximum and All whole house ventilation requirements as determined by Section M1507.3 of the International Residential Code shall be met with a high efficiency fan (maximum 0.35 watts/cfm), not Interlocked with the furnace fan. Ventilation systems using a furnace including an ECM motor are allowed, provided that they are controlled to operate at low speed in ventilation only mode. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the maximum tested building air leakage and shall show the qualifying ventilations stem. 2b AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2b: 1.0 Compliance based on Section R402.4.1.2: Reduce the tested air leakage to 2.0 air changes per hour maximum and All whole house ventilation requirements as determined by Section M1507.3 of the International Residential Code shall be met with a heat recovery ventilation system With minimum sensible heat recovery efficiency of 0.70, To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the maximum tested building air leakage and shall show the heat recove ventilation s stem. Table 406.2 Enerav Credits (2015 Codel OPTION DESCRIPTION CREDIT(S) Estimated Cost 2c AIR LEAKAGE CONTROL AND EFFICIENT VENTILATION 2c: 1.5 Compliance based on Section R402A.1.2: Reduce the tested air leakage to 1.5 air changes per hour maximum and All whole house ventilation requirements as determined by Section M1507.3 of the International Residential Code shall be met with a heat recovery ventilation system with minimum sensible heat recovery efficiency of 0.85. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the maximum tested building air leakage and shall show the heat recovery ventilations stem. 3ab HIGH EFFICIENCY HVAC EQUIPMENT 3a: 1.0 Gas, propane or oil -fired furnace with minimum AFUE of 94 % , or Gas, propane or oiled -fired boiler with minimum AFUE of 92% To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 3bb HIGH EFFICIENCY HVAC EQUIPMENT 3b: 1.0 Air -source heat pump with minimum HSPF of 9.0 To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. " 3cb HIGH EFFICIENCY HVAC EQUIPMENT 3c: 1.5 Closed -loop ground source heat pump; with a minimum COP of 3.3 or Open loop water source heat pump with a maximum pumping hydraulic head of 150 feet and minimum COP of 3.6 To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 3db HIGH EFFICIENCY HVAC EQUIPMENT 3d: 1.0 Ductless Split System Heat Pumps, Zonal Control: In homes where the primary space heating system is zonal electric heating, a ductless heat pump system shall be installed and provide heating to the largest zone of the housing unit. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 4 HIGH EFFICIENCY HVAC DISTRIBUTION SYSTEM: 1.0 All heating and cooling system components installed inside the conditioned space. This includes all equipment and distribution system components such as forced air ducts, hydronic piping, hydronic floor heating loop, convectors and radiators. All combustion equipment shall be direct vent or sealed combustion. For forced air ducts: A maximum of 10 linear feet of return ducts and 5linear feet of supply ducts may be located outside the conditioned space. All metallic ducts located outside the conditioned space must have both transverse and longitudinal joints sealed with mastic. If flex ducts are used, they cannot contain splices. Flex dud connections must be made with nylon straps and installed using a plastic strapping tensioning tool, Ducts located outside the conditioned space must be insulated to a minimum of R-8. Locating system components In conditioned crawl spaces is not permitted under this option. Electric resistance heat and ductless heat pumps are not permitted under this option. Direct combustion heating equipment with AFUE less than 80 % is not permitted under this option. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and shall show the location of the heating and cooling equipment and all the ductwork. :it�i3 .c APPROVED AUG 08 2019 4 JUL 2 6 200 PERMIT CENTER TITLE PROPOSED FOR SUKHBIR GREWAL 14817-46 LANE SOUTH TUKWILA, WA. 98168 TAX PARCEL NO, 0042-000-132 DWN: H.B. SCALE: DATE: APR.29.2019 CHKD: PHONE: (206) 244-1900 -_ DRAWING NO. Bruce MacVelgh, P.E. TUKWILA, WA. 206.242.7665 P I I G! a lLll't171�1��