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HomeMy WebLinkAboutPermit D19-0378 - SINGH RESIDENCE / LOT 2 - NEW SINGLE FAMILY RESIDENCESINGH RESIDENCE 146 LOT 2 4656 S 146TH ST FINALED 09/24/2020 D19-0378 Parcel No: Address: ��^�«x m�� ^U ~.U=� ��n Tukwila 0eportn/entafCommunity Development 630VSou¢hcenterBoulevard, Suite#10V Tukwila, Washington 9Ol88 Phnne:ZO6-431'367O Inspection Request Line: ZO6'43O-9360 Web site: http://www.TukwilaWA.gov COMBOSFR PERMIT Permit Number: D19-0878 Issue Date: 12/20/2019 Permit Expires On: 6/17/2020 Owner: Name: Address: Contact Person: Name: Contractor: License No: Lender: Address STAR NURSERY 3Z5THUNDERBIRD AVE PALMER GAKY5|NGH 8DMUHOMES INC 46429 14GTMST'TUKVVLA,WA, 9816O4447 OWNER FUNDED ''' Phone: (206)244-1900 Phone; Expiration Date: DESCRIPTION OF WORK: NEW SINGLE FAMILY RESIDENCE PUBLIC WORKS ACTIVITIES INCLUDE: EROSION CONTROL, LAND ALTERING, STORM DRAINAGE, DRIVEWAY ACCESS, PAVING, UTILITIES, AND UNDERGR0UD|NGOFPOWER. WATER DISTRICT 125 & VALLEY VIEW SEWER DISTRICT, Project Valuation: $569660.88 Type ofFire Protection: Sprinklers: Fire Alarm: Type ofConstruction: VB Electrical Service Provided by: Fees Collected: g15,953.88 Occupancy per IBC: R-3 Water District: Sewer District: Current Codes adopted bythe City ofTukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: Gas Code: ational Electrical Code: WA Cities Electrical Code: VV4[Z96-46B: Code: Public Works Activities: Chan ne|imtion/Striping: Curb[ut/Access/Sidewa|k: Fire Loop Hydrant: Flood Control Zone: Hau|inO/0veoizeLoad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signatu Volumes: Cut: 40 Fill: 40 Number: 0 1 No e, �� Date: /���— |heamycertify that I have read a d e4mined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state orlocal laws regulating construction orthe performance ofwork. |amauthorized tosign and obtain this development permit and agree tothe conditions attached tothis permit. Signature:Signature:. �na�v� ' // / This permit shall become null and void ifthe work bnot commenced within l8Odays for the date ufissuance, or|f the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: l: Anapproved automatic fire sprinkler extinguishing system isrequired for this project. (City Ordinance 2: All new sprinkler systems and all modifications toexisting sprinkler systems shall have fire department review and approval ufdrawings prior ooinstallation ormodification, New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual nrany fire protection engineer|ioensedbythe5tateofWashinAtonandappmvedbytheFi,e Marshal prior tosubmittal tothe Tukwila Fire Prevention Bureau. Nnsprinkler work shall commence without approved drawings, (City Ordinance No. Z436). 4: New and existing buildings shall have approved address numbers, building numbers or approved building identification placed in a position that is plainly legible and visible from the street or road fronting the property. These numbers shall contrast with their background. Address numbers shall beArabic numbers oralphabet letters. Numbers shall be a minimum of 4 inches (102mm) high with a minimum stroke width ufO.5 inch (12.7mm). (|F[505l) 5: Adequate ground ladder access tnrescue vindows,haUbeprovided, Landscape aflat, lZ'deep by4'wide area below each required rescue window. (City Ordinance #243S) 6: Maximum grade for all projects is 10% with a cross slope no greater than 5%. (IFC D103.2) 3: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #Z43Gand #Z437) 7: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition orviolation. D: These plans were reviewed byInspector 511. Ifyou have any questions, please call Tukwila Fire Prevention Bureau at(2O6)57544O7. 9: *+PUBU[WORKS PERMIT OOND[O0NI"~ 10: Schedule and attend a Preconstruction Meeting with the Public Works Department prior to start of work under this permit. Tmschedule, call Public Works at(2O6)438'935U. ll: The applicant nrcontractor must notify the Public Works Inspector at(2O6)438-9]5Oupon commencement and completion ofwork atleast 24hours inadvance. All inspection requests for utility work must also be made 24hours inadvance. 12: Prior toconstruction, all utilities |nthe vicinity shall befield located. NOTE: For City cfTukwila utility locates, call 8Ilor1'DO0424-5555. l]: Permit isvalid between the weekday hours of7:0Ua.m. and 1O:OOp.m.only. Coordinate with the Public Works Inspector for any work after 5:0Up.m.and weekends. 14: No work under this permit during weekend hours without prior approval by Public Works. Coordinate with the Public Works Inspector. lS: The City ofTukwila has anundergmundingordinance requiring the power, telecommunications, and`cab|e service lines be underground from the point of connection on the pole to the house. 16: Any material spilled onto any street shall becleaned upimmediately. 17: Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off -site nrinto existing drainage facilities, lO: The site shall have permanent erosion control measures inplace as soon p»possible after final grading has been completed and prior tothe Final Inspection, 19: 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 be required to recalculate the final quantity and pay the difference inpermit fee prior tuthe Final Inspection. 20- From October lthrough April 3O,cover any slopes and stockpiles that are 3M:lYursteeper and have a vertical rise of 10 feet or more and will be unworked for greater than 12 hours. During this time period, cover o,mulch other disturbed areas, i(they will be unvvurked more than Z days. Covered material must bestockpiled onsite atthe beginning ufthis period. Inspect and maintain this stabilization weekly and immediately before, during and following storms. Zl: From May lthrough September 3U' 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. 22: Applicant shall obtain water meter from Water District #125 (206-242-9547). Since Water District #l25 doesn't inspect water pipe downstream of meter, City of Tukwila inspection is required. 23: Applicant shall obtain sanitary side sewer permit from Valley View District (206-242-3236). 24: Project shall comply with the Geotechnica|Engineering Report byBruce 5. MncVeigh'P.E,dated May ]O, 2Ol9and subsequent Geotechnica|Engineering Reports/Eva|undono. 25: 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 tofinal inspection, Refer toattached Public Works Details for 1" FIRE/DOMESTIC SERVICE and/or l" FLOVV'THROUGMSYSTEyN. BackMo"vdevice |s optional if a FLOW -THROUGH SYSTEM is installed. Coordinate with the Public Works Inspector. 26: 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 &TK8Cl43OD80. 27/ Prior to issuance of this permit, Transportation Impact Fee shall be paid in the amount of $1'013.88. 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: Al| construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206)*38'9350 5180 BACKFL0VV-FIRE 1700 8U|LD|NGF|NAL** 0301 CONCRETE SLAB 5000 CURB, ACCESS, 5DVV 0610 ENERGY EFF[ERT 5200 EROSION MEASURES 5210 EROSION MEASURES FNL 1400 FIRE FINAL 0201 FOOTING 0202 FOOTING DRAINS 0200 FOUNDATION WALL 0409 FRAMING 0708 GAS FIREPLACE INSERT ZDOO GAS PIPING FINAL 0606 GLAZING 8004 GROUNDWORK 6040 LAND ALTERING 0502 LATH/GYPSUM BOARD 0703 K4E[HEQUIP EFF 1800 MECHANICAL FINAL 5230 PAVING AND RESTORE 0608 PIPE INSULATION 0609 P|PE/DU[T|NSULAT|ON 1900 PLUMBING FINAL 1600 PUBLIC WORKS FINAL 5160 PUBLIC WORKS PRE -CON 0401 ROOF SHEATHING 0603 RO0F/[E|L|NG|NSUL 9002 ROUGH -IN GAS PIPING 0701 ROUGH -IN MECHANICAL 8005 KOUGM'|NPLUK4B|NG 5090 STORM DRAINAGE 0412 UNDERFLOOR FRAMING 9001 UNDERGROUND 0601 WALL INSULATION 0413 VVALLSHEATH|NG/5H[AR 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. Drq Project No.: Date Application Accepted: 1 ( —2.7 Date Application Expires: - 2.7 20 (For office use only) I '1 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 Site Address: It6' 5 6 50-154 PROPERTY OWNER Name: tc..,k, 1600441,1 I Address: G 7fa 1 so .. i co 5.fred.. City: --c-Lita.ALA State: A Zip: elSO4 CONTACT PERSON — person receiving all project comrnunication Name: Address: 1 City: State: Zip: 9 ism Phone: kovi Fax: Email: GENERAL CONTRACTOR INFORMATION Company Name: ' A Address: Luif-L k LI tc.1 st Zip: "—vk..4‘c...4., City: xj v \...pState: k., j ‘\ glia Phone: c-- (04-DALI v.toiyax : ....„.—. Contr Reg No.: Exp Date: Tukwila Business License No.: King Co Assessor's Tax No.: 061-0:) oO 71 L—A ARCHITECT OF RECORD Company Name: b \ A:t kto -"Cks br 1 Li Architect Name: --IL, e) , - Address: .0, i 0 si (2i._ sc . City: sci 4....i.:1 State: . Zip: os" Phone: cizs- fp? 3 ca Fax: ,_.... Email: ENGINEER OF RECORD Company Name: gw-tc.e. k-kV- Engineer Name: f) DI, LAC Address: City: City: --v-LocLokA State: lk Zip:eisat4 Phone: s .7 1 g ?pi Fax: Email: (27ittce. ekoc 1 i LENDER/BOND ISSUED (required for projects $5,000 or greater per RCW 19.27.095) Name: < Address: City: State: Zip: HAApplicationsWorms-Applications On Line \ 2011 ApplicationsTombination Permit Application Revised 8-9-11.docx Revised August 2011 bh Page 1 of 4 PItUJEC 1 INFORMATION -: Valuation of project (contractor's bid price): $ Scope of work (please provide detailed information): teAAJ DETAILED BUIl[ DING NFORAMTI -PRQJECT.FLOOR AREAS Basement PRO)*:OSED SQUARE ooTA�E 15` floor 2"d floor 2 O(08 Garagef carport ❑ Deck — covered ❑ uncovered ❑ ,28 Total square footage Per City of Tukwila Ordinance No. 2327, all new single family homes are required to have an automatic fire sprinkler system installed in the home. Please contact the Tukwila Fire Department for more information at 206-575-4407. N C ATI7. INDICATE NUMBER OF EACH TYPE OF FIXTURE TO BE INSTALLED AS PART OF YOUR PROJECT. MECHANICAL: 7 Value of mechanical work $ 1 S00 k furnace <100k btu thermostat emergency generator PLUMBING: 7- j appliance vent wood/gas stove fuel type: ❑ electric D gas ventilation fan connected to single duct water heater (electric) 4 other mechanical equipment av Value of plumbing/gas piping work $ "7g00 I bathtub (or bath/shower combo) dishwasher lavatory (bathroom sink) water heater (gas) 4 bidet floor drain sink fp lawn sprinkler system clothes washer shower water closet gas piping outlets H:\Applications\Forms-Applications On Lina\2011 Application Revised: August 2011 bh bins Permit Application Revised 1-9-1 1, docx Page 2 of 4 PUBLICWORKSi PERMIT IN ` A- IQ:I Scope of work (please provide detailed information): k) Ca11 before you Dig: 811 lease refer ,public Works Bulletin #1 for fees and estimate sheet. WATER DISTRICT ❑ ...Tukwila [.. Water District #125 ❑ ...Letter of water availability provided SEWER DISTRICT ❑ ...Tukwila ❑ ...Sewer use certificate ❑ .. Highline M,...Valley View ❑ .. Renton ...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): w ...Civil Plans (Maximum Paper Size — 22" X 34") ❑ ...Technical Information Report (Storm Drainage) Geotechnical Report ❑ ...Hold Harmless — (SAO) 0 ...Bond 0 .. Insurance ❑ .. Easement(s) ❑ .. Maintenance Agreement(s) ❑...Hold Harmless — (ROW) PROPOSED ACTIVITIES (MARK BOXES TIIAT APPLY): ❑ ...Right -Of -Way Use - Potential disturbance .. Construction/Excavation/Fill - Right -of -Way... ❑ -or- Non Right -of -Way.. 0 [if] ...Total Cut 4C) Cubic Yards ®....Total Fill yO Cubic Yards ❑ .. Work In Flood Zone [fir.. Storm Drainage ❑ ...Sanitary Side Sewer 0 .. Abandon Septic Tank ❑ .. Trench Excavation 0 ...Cap or Remove Utilities 0 .. Curb Cut ❑ .. Utility Undergrounding ❑ ...Frontage Improvements 0 .. Pavement Cut 0 .. Backflow Prevention - Fire Protection ❑ ...Traffic Control ❑ .. Looped Fire Line Irrigation Domestic Water ❑ ...Permanent Water Meter Size " WO # ❑ ...Residential Fire Meter Size " WO # 0 ...Deduct Water Meter Size ❑ ...Temporary Water Meter Size " WO # ❑ ...Sewer Main Extension. Public ❑ - or - Private 0 0 ...Water Main Extension Public ❑ - or - Private ❑ FINANCE INFORMATION — THIS INFORMATION IS REQUIRED TO BE FILLED OUT WHEN REOUESTING WATER OR SEWER SERVICE Fire line size at property line number of public fire hydrant(s) 0 ...water 0 ...sewer 0 ...sewage treatment MONTHLY SERVICE BILLING TO: Name: Day Telephone: Mailing Address: City State Zip WATER METER REFUND/BILLING: Name: Day Telephone: Mailing Address: City State Zip H:\Applications\Forms-Applications On Line \2011 Applications \ Comb ivation Per Application Revised 8-9-1 I.docz 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. HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. PROPERTY OWNER OR AUTHORIZED AGENT: Signature: Print Name: Mailing Address: \Li\ Day Telephone: ----Tc—NtiLut LA City Date: 1 fl 2G 2-NiM1c1,0r) State Zip 01: 1. Applications' \Forms -Applications On Line \ 2011 Applications \ Combination Permit Application Revised 8-9-11. docx Revised: August 2011 bh. Page 4 of 4 BULLETIN A2 TYPE C PEIRMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees /r.Igt I-1 rb‘4,.1 14i PROJECT NAME — - • — - /-61-2 PERMIT # bIc (e 4651,5-, (1_6,-ti, If you do not provide contractor bids or an engideer'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 4000/ !,ot,o.A51,D Road/Parking/Access A. Total Improvements 0 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) 5. Enter total excavation volume 4-0 Enter total fill volume 1-o cubic yards cubic yards i 17 Use the following table to estimate the grading plan review fee. Use the reater of the excavation and fill volumes. QUANTITY IN CUBIC YARDS RATE ./ Up to 50 CY s/ 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) $ 3%-7 The Plan Review and Approval fees cover TWO reviews: 1) the first review associated with the submission of the application/plan and 2) a follow-up review associated with a correction 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 1 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) 7. Pavement Mitigation Fee $ 112'7 (6) $ (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 Peziiiit 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 Pt 100 CY plus $17.50 for each additional 100 or fraction thereof. 1,001 — 10,000 $194.50 for lst 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 Pt 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) (9) BULLETIN A2 TYPE C PERMIT FEE ESTIMATE PLAN REVIEW AND APPROVAL FEES DUE WITH APPLICATION PW may adjust estimated fees 10. TOTAL OTHER PERMITS A. Water Meter — Deduct ($25) B. Flood Control Zone ($52.50 — includes Technology Fee) C. Water Meter — Permanent* D. Water Meter — Water only* E. Water Meter — Temporary* * Refer to the Water Meter Fees in Bulletin Al Total A through E (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 1.4) G. Duwamish H. Transportation Mitigation $ 1013 I. Other Fees $ Total A through I $ 10 13 -- (10) DUE WHEN PERMIT IS ISSUED (6+7+8+9+10+11) $ J22At ESTIMATED TOTAL PERMIT ISSUANCE AND INSPECTION FEE This fee includes two inspection visits per required inspection. Additional inspections (visits) attributable to the Permittee's action or inaction shall be charged $70.00 per inspection. WATER METER FEE Permanent and Water Only Meters Size (inches) Installation Cascade Water Alliance RCFC -- 01.01.2019— 1231.201.9---- . Total Fee .-- 0.75 $625 $6,41 ..---- $7,041 1 $1125 $1 , 40 $17,165 1.5 $2425 80 $34,505 2 $2825 $5 , 2 $54,153 3 $4425 ", $102,656 $107,081 4 $7825 $160,400 $168,225 6 /,/ $12525 $320,800 $333,325 Approved 09.25.02 Last Revised 01.01.19 Temporary Meter 0.75" $300 2.5" $1,500 3 Cash Register Receipt City of Tukwila R1364 DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $12,376.13 D19-0378 Address: 4656 S 146 ST Apn: $12,376.13 DEVELOPMENT $5,785.73 PERMIT FEE R000.322.100.00.00 0.00 $5,504.23 WASHINGTON STATE SURCHARGE B640.237.114 0.00 $6.50 PW PERMIT ISSUANCE/INSPECTION FEE R000.342.400.00.00 0.00 $137.50 PW CONSTRUCTION PLAN REVIEW R000.345.830.00.00 0.00 $137.50 IMPACT FEE $4,542.00 FIRE R304.345.852.00.00 0.00 $1,683.00 PARK R301.345.851.00.00 0.00 $2,859.00 MECHANICAL $195.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $195.00 PLUMBING $260.00 PERMIT FEE COMBOSFR R000.322.100.00.00 0.00 $260.00 PUBLIC WORKS lr $1,287.38 BASE APPLICATION FEE R000.322.100.00.00 0.00 $250.00 GRADING PERMIT ISSUANCE R000.342.400.00.00 0.00 k • $23.50 TRAFFIC IMPACT FEE R104.345.840.00.00 0.00 $1,013.88 TECHNOLOGY FEE $306.02 TECHNOLOGY FEE R000.322.900.04.00 TOTAL FEES PAID BY RECEIPT: R19364 0.00 $306.02 : $12,376.13 Date Paid: Friday, December 20, 2019 Paid By: SIDHU HOMES INC Pay Method: CHECK 5512 Printed: Friday, December 20, 2019 3:30 PM 1 of 1 SYSTEMS City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PAID PermitTRAK $3,577.75 D19-0378 Address: Apr): 3,577.75 DEVELOPMENT PLAN CHECK FEE $3,577,75 R000.345.830.00.00 0.00 $3,577.75 TOTAL FEES PAID BY RECEIPT: R19177 $3,577.75 Date Paid: Wednesday, November 27, 2019 Paid By: AP HOMES, LLC Pay Method: CHECK 1006 Printed: Wednesday, November 27, 2019 1:25 PM 1 of 1 Y5 TEM TSE Engineering Re: J1047106 Sidhu HOIT1CS, Inc. FILE Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Sumner). Pages or sheets covered by this seal: 113014809 thru113014879 My license renewal date for the state of Washington is August 20, 2020. REVIEWED FOR CODE COMPLIANCE APPROVED DEC 20 2019 City of Tukwila BUILDING DIVISION October 16,2019 Terry Powell The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANS1/TPI 1. • Dici-oz70 RECEIVED CITY OF TUKWILA NOV 2 7 2019 PERMIT CENTER J1047106 Job Truss A01 Truss Type CALIFORNIA GIRDER uty 1 PIY�Sidhu Homes, Inc. Job Reference (optional) • 113014809 The Truss Comparvp(Sumner), 8.320 s Oct 92019 Mrre> Industries, Inc. Tue Oct 15 13:37:20 2019 Page 1 I D:IBgY2rt58Wc8C8FFjG3Pd6yVTLk-xVj3zia9MaSimgm BgJdPXftPgrfVWTrFgteSblyT98T 7-10-15 35-9-11 -2-0-0 3-0-6 5.2.5 7-5-4 11-0-0 14-9.10 18-7-3 22-4-13 26-2.6 30-0-0 3&1-1 '..,3- - 2 37-11-10 41-0-0 43-0-0 1 2-0-0 I 3-0-6 2-1-14 2-2-15 ' 3.1'-1 ] 3-9-9 3-9-9 3-9-9 3-9-9 ] 3-9.9 ] 3-1-1 0-5-'11 2-1-14 ] 3-0.6 ] 2-0-0 0-5-11 2-2-15 Scale = 1:75.7 6.00 12 Sumner, WA- 98390, 3x4 6x10 i 4x4 I I 7 6 3x10 = 39 w 40 >, 1.5x4 II 3x8 = 1.5x4 II 3x8 = 4x8 = �41 42t,543 44 45 10 11 46 11247 5x10 13 49 3x4 3x4 3 4\ /,/ 9 14 3x4 15 50 31 51 30 52 2953 54 28 55 56 27 57 5x10 * 2x4 II 4x4 = 5x8 = 4x4 II 2x4 II 26 5.125 59 24 6x10 MT18HS = JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 4x8 = JUS24 2x4 II 60 61 23 22 62 21 63 5420 4x10 = 2x4 II 67 5x8 = 4x4 = 2x4 II 5x10 6x8 MT18HS = JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 JUS24 3-0-6 5-2-5 i 7-5-4 11-0-0 ] 14-9-10 18-7-3 22-4-13 26-2-6 30-0-0 3-0-6 2-1-14 2-2-15 3-6-12 3-9-9 3-9-9 3-9-9 3-9-9 3-9-9 33-6-12 35-9-11 7-11-10 41-0-0 3-6-12 2-2-15 2-1-14 3-0-6 16 M 1714 0 0 4 Plate Offsets (X,Y)- [2:0-3-8,0.3-0], [3:0-1.12,0-1-8), [4:0-1-12.0-1-8], [5:0-4-10,43-0], [6:0-1-8,0.2-0], [12:0-2-8,0-1.6], [13:0-4-8,0-2-01, [14:0-1-12,0-1- [23:0-2-8,0-2-0], [28:0-2-0,0-1-121 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC20157TPI2014 CBI. TC 0.75 BC 0.76 WB 0.73 Matrix-MSH DEFL. in (loc) 1/defl Ltd Vert(LL) -0.51 24-26 >970 360 Vert(CT) -1.03 24-26 >479 240 Horz(CT) 0.21 16 n/a n/a 2,0-1-sL[16:D-3-s,0.3-01,122:0-3-14,0.0-01, PLATES GRIP MT20 185/148 MT18HS 220/195 Weight 4761b FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2'Except' TOP CHORD 5-11,11-13: 2x4 DF 2400F 2.0E BOT CHORD 2x6 DF SS BOT CHORD WEBS 2x4 HF Stud REACTIONS. (lb/size) 2=5334/0-5-8, 16=5334/0-5-8 Max Horz 2=-56(LC 53) Max Uplift2=-586(LC 10), 16=588(LC 11) Max Gran 2=5758(LC 29), 16=5758(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-11183/1170, 3-4=-11249/1251, 4-5=-10969/1288, 5-6=-9803/1171, 6-7=-12960/1543, 7-8=-16296/1927, 8-9=-16296/1927, 9-10=-15136/1789, 10-12=-15136/1789, 12-13=-9781/1167, 13-14=-10945/1283, 14-15=-11256/1251,15.16=11181/1169 BOT CHORD 2-31=-1048/9944, 30-31=-1048/9944, 29-30=-1092/10018, 28-29=-1473/12960, 27-28=-1731/15191, 26-27=-1731/15191,24-26=1863/16359,23-24=-1863/16359,21-23=-1442/13000,20.21=-1442/13000, 19-20=-1035/10024,18.19=-991/9942,16.18=-991/9942 WEBS 3-31=-355/105, 4-29=-438/99, 5-29=334/3891, 6-29=-4589/557, 6-28=-164/2236, 7-28=3134/378, 7-27=0/380, 7-26=-196/1583, 8-26=-856/223, 9-24=0/402, 9-23=-1743/229, 10-23=-738/179, 12-23=-354/3005, 12-21=0/309, 12-20=-4677/571, 13-20=-333/3886, 14-20=-441/77, 14-19=0/261, 15-18=365/106 Structural wood sheathing directly applied or 3-1-2 oc purlins, except 2-0-0 oc purlins (3-5-2 max.): 5-13. 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 0-4.0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=l lomph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; 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) All plates are MT20 pates unless otherwise indicated. 9) The Fabrication Tolerance at joint 13 = 18% 10) This truss has been designed far a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 23.0psf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 0/ between the bottom chord and any other members. 12) All bearings are assumed to be HF No.2 crushing capacity of405 psi. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 586 Ib uplift at joint 2 and 586 Ib uplift at joint 16. 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 & 2-10d nails into Truss) or equivalent spaced at 2-00 oc max. starting at 2-0-12 from the left 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. Continued on page 2 October 16,2019 A WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MI7EKRR'FERENC PAGEMII.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. J1047106 A01 TrussType a Ply ALIFORNIA GIRDER 2 Sidhu Homes, Inc. 113014809 Job Truss Job Reference (optional) The Truss Company (Sumner), Sumner, WA - 98390, 8.320 s oct 92019 MiTeli Industries, Inc. Tue Oct 15 1337:20 2019 Page 2 ID:1BgY2rt.S8Wc8C8FFjG3Pd6yVTLX-xVi3ziaWaSimgmBgJcIPXftPgrfWVTrFqteSblyT98T NOTES- (18) 17) Hahger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 847 Ib down and 321 lb up at 7-11-10, 357 Ib down and 131 lb ap at 10-0-12, 338 lb down and 134 lb up at 12-0-12, 302 lb down and 134 Ib up at 14-0-12, 294 Ib down and 134 Ib up at 16-0-12, 294 lb ,down and 134 Ib up at 18-0-12, 294 lb down and 134 Ib up at 20,0-12, 294 Ib down and 134 Ib up at 20-11-4, 294 Ib down and 134 lb up at 22-11-4, 294 lb down and 134 Ib up at 24-11-4, 302 lb down and 134 Ib up at 2611-4, 338 lb down and 134 lb up at 2611-4, and 357 lb down and 131 Ib up at 30-11-4, and 847 Ib down and 321 Ib up at 33-0-6 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. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber I ncrease=1.15, Plate Increase=1.15 Uniform LOWS (plf) Vert: 1-5=-95, 5-13=-95, 13-17=-95, 2-16=-14 Concentrated Loads (lb) Vert: 25=-82(F) 22=-E32(F) 36=-748 37=-291 38=-268 39=-232 4-224 41=-224 42=-224 43=-224 44=-224 45=-224 48=-232 47=-26E3 48=-291 49=-748 50,-41 (F) 51=-40(F) 52=-4D(F) 53=-82(F) 54=-84(F) 55=-82(F) 56=-82(F) 57=-82(F) 58=-82(F) 59=-82(F) 60-82(F) 61=-82(F) 62=-82(F) 63=-84(F) 64=-82(F) 65=-40(F) 66=-40(F) 67=-41(F) WARNING WW1, design parameters and READ NOTES ON THIS AND INCLUDED MITF_If REFERENCE PAGE IWI-74,3 BEFORE USE. Design valid tor use only with Mifek connectors. This design is based only upon parameters shown, and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibilny of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANS4W11 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Intomgaion available from Truss Plate Institute, 583 DOrmfrio Drive, Madison, WI 53719. Job Truss Type atY PlY Sidhu Homes, Inc. J 1047106 Fss 02 alifornia 1 1 113014610 Job Reference (optional) The Truss Company (Sumner), Sumner, WA. 98390, 0 .4-11-5 9-5-4 9-10-1 13-8-10 /22-,-0-04) 4-11-5 4-5-15 0-5- 1 3-9-11 2 5x8 6.00 112 18-2-14 4-6-4 4x8 = 1.5x4 II 8.320 s Od 9 2019 MFfek Industries, Inc. Tue Oct 15 13:37:22 2019 Page ID:1BgY2r1.58Wc8C8FHG3Pd6yVTLk-turpNNcPuBiO0_,yZnkftd4yhWfl<vzLSYHB7YfRyT9BR 22-9-2 27-3-6 31-1-1 31-6,12 36.0-11 , 41-0-0 143-0-0 4-6-4 4-6-4 3-9-11 0-5-11 4-5-15 4-11-5 2-0-0 4 29 30 531 6 4 3x8 = 3x8 -=1.5x4 II 7035 93738 100 6x10 MT18HS 10 Scale' 1:75.7 1 m [ 3 , 11 6x10 18 16 21 20 19 17 15 4x8 = 1.5x4 II 4x12 MT18HS = 4x8 = 3x10 = 1.5x4 II 4x12 MT18HS = 14 3x4 9-5-4 13-8-10 18-2-14 22-9-2 27-3-6 31-6-12 41-0-0 9-5-4 4-3-6 4-6-4 4-6-4 4-6-4 4-3-6 9-5-4 6x10 Plate Offsets (X,Y)- [2:0-5- 5, 2-12], [4:0-3-8,0-2-61, [10:0-7-4,Edge], [12:0-5-15,0-2-12j, [15:0-1 8,0 1 8], [19:0-4-4,0-1-8) LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0,0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress incr YES Code IRC2015/TP12014 CS!, TC 0.98 BC 0.83 WB 0.85 Matrix-MSH DEFL. in (loc) I/defl Lid Vert(LL) -0.45 17-19 >999 360 Vert(CT) -0.81 17.19 >609 240 Horz(CT) 0.25 12 Na Na PLATES GRIP MT20 185/148 MT18HS 185/148 Weight 203 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.l&Btr *ExceptTOP CHORD Structural wood sheathing directly applied, except 8-10: 2x4 HF No.2 2-0-0 oc puffins (2-0-7 max.): 4-10. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 8-5-15 ric bracing. WEBS 2x4 HF Stud WEBS 1 Row at midpt 5-21 WEDGE Left: 2x6 $P No.2 Right: 2x6 SP No.2 REACTIONS. (Ib/size) 2=2575/0-5-8, 12=2576/0-5-8 Max Horz 2.68(LC 14) Max Uplift 2=-307(LC 10), 12=307(LC 11) Max Gray 2=3091(LC 29), 12=3092(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2,3=-5422/592, 3-4=-4735/549, 4-5=-4102/515, 5-6=-6052/728, 6-7=-60521728, 7,9=-5367/656, 9-10=-5367/656, 10-11=-4810/558. 11-12=-5437/596 BOT CHORD 2-21=-525/4732, 20-21=574/5387, 19-20=-574/5387, 17-1-631/6052, 15-17=-631/5052, 14-15=-383/4194, 12-14=-460/4748 WEBS 3-21=-715/149, 4-21=-143/1649, 5-21=-1917/256, 5-19=-134/962, 6-19=628/125, 7-15=-992/141, 9-15=-624/108, 10-15=-233/1814, 10-14=-22/382, 11-14=-600/187 NOTES- (13) 1) Wnd; ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mpl-; TCDL=4.8psf; BCDL=4.2psf; h=251t, Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever lett and right exposed, end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 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 pates 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 far 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. 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 307 Ib uplift at joint 2 and 307 lb uplift at joint 12. 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 lb up at 9-11-10, 122 Ib down and 51 Ib up at 12-0-12, 126 lb down and 54 lb up at 14.0-12, 89 Ib down and 54 Ib up at 16-0-12, 89 Ib down and 54 lb up at 18-0-12, 89 Ib down and 54 lb up al 20-0-12, 89 lb down and 54 Ib up at 20-11-4, 89 lb down and 54 Ib up at 22-11-4, 89 lb down and 54 lb up at 24-11-4, 126 lb down and 54 Ib up at 26-11-4, and 122 Ib down and 51 Ib up at 28-11-4, and 125 lb down and 72 lb up al 31-3-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-95, 4-10=-95, 10-13=-95, 22-25=-14 Continued on page 2 WARNING Veit, design peremeters end READ NOTES ON THIS AND INCLLITIED MTTEK REFERENCE PAGE 4111-74T3 BEFORE USE, Design valid for use only wfth MiTek connectors. This design is based oHy upon parameters shown, and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral suppon of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing aline overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, ereCtion and bracing, consult ANSI/TP.11 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 DlOnofrio Drive, Madison, WI 53719. October 16,2019 Job J1047106 Truss A02 russ Type aliforn a Qty 1 Ply Sidhu Homes, Inc 1 Job Reference (optional) 113014810 The Truss Comparry (Sumner), Sumner, WA - 95390, LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 1t:-23 29=-23 30=-55 31=-56 33=-17 36=-17 38=-56 39=-55 8.320 s Oct 92019 Mrieli. Industries, Inc. Tue Oct 15 13:37:23 2019 Page 2 10:1BgY2rt58VVcE3C8FF)G3Pd6yVTLk-L40Cbjd1fVqHd7UmLSA691VsG3g8ioihWrs6CdyT9E3Q - V ydasf9ap oetwneodREADNO7ES W THISAWD INCLUDED MITEK REFERENCE PACE ,1411-7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component, Applicability of design pararnenters and proper incorporation of component is responsibility of building designer not truss designer, Bracing shown is for lateral support. of individual web members only, Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Grande, D88-88 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 DiOnofrio Drive, Madison, WI 53719, Job J1047106 03 Truss Truss Type alifornia Qty Ply 1 Sidhu Homes, Inc. 113014811 Job Reference (optional) The Truss Company (Sumner), Sumner, WA. 98390, 8.320 s Oct 9 2019 MiTek Industries, Inc. Tue Od 1513;37:25 2019 Page D:IBgY2rt56Wc8C8FFjG3 P d6yVTLk-IT WyOPeI B64?1Re6S1C a EjaCosLgAkf_z9L CG WyT980 v -2-0-0 5-11-5 ' 11-5-4 11-10t15 17-5-6 ) 23-6-10 ) 29-1-1 29-�12 35-0-11 1 41-0-0 43-0-0 2-0-0 5-11-555-15 0- 1 5-6-7 6-1-3 5-6-7 0-5-11 5-5-15 5-11-5 ) 2-0-0 4x10 1 5x4 I) 5-11-5 ) 11-5-4 5-11-5 5-5-15 5x8 4x8 = 3x4 3x4 = 36 15 37 14 38 13 39 4x12 MT18HS = 4z12 MT18HS 3x4 = 20-6-0 9-0-12 29-6-12 5x8 4x8 = 9-0-12 3x4 1.5x4 II 4x10 35-0-11 41-0-0 5-5-15 ) 5-11-5 Scale = 1:74.5 d 0 Plate 0 (X,Y)— [2:0-0-11,Edgej, [3:0-1-12,0-1-8], 14:0- LOADING (psf) TCLL 25.0 (Roof Snow=25,0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress I ncr YES Code IRC2015JTP12014 2-4], [5:0-1-12,0-1-8], [6:0-1-12, CS!. TC 0.98 BC 0.88 WB 0.76 Matrix-MSH LUMBER - TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud *Except' 5-16,6-12: 2x4 HF No.2 REACTIONS. (Ib/size) 2=2617,0-5-8, 9=2617/0-5-8 Max Horz 2=80(LC 52) Max Uplift 2=-286(LC 10), 9=-286(LC 11) Max Gray 2=3226(LC 29), 9=3226(LC 29) -8), [7:0-3-8,0-2-4], [8:0-1.12,0-1.81, [9:0-0-11,Edge] DEFL. in (loc) Udell LJd Vert(LL) -0.38 14 >999 360 Vert(CT) -0.69 12-14 >715 240 Horz(CT) 0.25 9 n!a rite PLATES GRIP MT20 165/148 MT18HS 220/195 Weight 1881b FT = 20% BRACING - TOP CHORD Structural wool sheathing directly applied, except 2-0-0 oc pudins (2-2-0 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 9-6-9 ct bracing. WEBS 1 Row at midpt 5-16, 6.12 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3s-5658/523, 3-4=-4749/502, 4-54-4083/474, 5-6=-4974/558, 6-7=4083/474, 7-544749/502, 6-54-5658/524 BOT CHORD 2-17=-470/4916, 16-17=470/4916, 14-154489/4940, 12-14=-469/4940, 11-12=-390/4916, 9-11=-390/4916 WEBS 3.154-951/152, 4-16=-102/1394, 5.16=-1430223, 6-12=-1430/223, 7-154-102/1394, 8-12=-951/153 NOTES- (13) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mp,; TCDL=4.8psf; BCDL=4.2psf: h=25f1: Cat. II; Exp B; Enclosed; MWTRS (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) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live Toad 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 286 Ib uplift at joint 2 and 286 Ib uplift at joint 9. 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 140-12, 137 Ib down and 54 Ib up at 16-0-12, 108 !b down and 54 Ib up at 18-0-12, 89 Ib down and 54 Ib up at 240-12, 89 Ib down and 54 Ib up at 20-11-4, 108 Ib down and 54 Ib up at 22-11-4, 137 Ib down and 54 Ib up at 24-11.4, and 128 lb down and 51 Ib up at 26-11-4, and 125 Ib down and 72 Ib up al 29-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet -inches -sixteenths (FFIISS) formal. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-95, 4-7=95, 7-10=-95, 18-21=-14 Concentrated Loads (Ib) Vert: 254-26 26=-61 27=-67 254-38 31=-38 32=-87 33=-61 34=-26 October 16,2019 NING - Verny Oss/gn perlmte3eo arW RE,AtJ N07E&ON THISANAJNCLUPEAraf7TEX REFERENCE PAGEMN-74T3 BEFORE USE. Design valid far use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabiny during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing consult ANSI/TPI1 Ouaety Criteria, DSB-89 end BCSI1 Building Component Safety Information available from Truss Plate Insulate, 583 DOnofrio Drive, Madison, WI 53719. the MSC() INC. Job Truss Truss Type J1047106 A04 California ty Ply Sidhu Homes, Inc. 113014812 The Truss Compeer./ (Sumner), Sumner, WA- 95390, t I 4x10 6-11-5 13-5-4 13-10-j15 20-6-0 6-11-5 6-5-15 0-511 6-7-1 6.00 [12 3x4 1.5x4 II 3x4 = 6x8 = 1.5x4 31 13 14 12 3x12 MT18HS = 4x8 = Job Reference o tional 8.320 s Od 9 2019 MiTek Industries, Inc. Tue Oct 15 13:3728 2019 Page 1 10:1BgY2r158Wc8C8FFjG3Pc16yVTLk-i2C5eRgAT1SakvNj52mHsLCjw4KdN137Qt7attryT9BL 2 7-Fo-,1 2 27-1-1 34-0-11 41-0-0 43-0-0 6-7-1 0-5-11 6-5-15 6-11-5 2-0-0 11 32 3x12 MT1BHS = 6x8 = 10 9 3x4 = 6-11-5 13-5-4 20-6%0 27-6-12 34-0-1 1 6-11-5 6-5-15 7-0-12 7-0-12 6-5-15 15,4 I 41-0-0 6-11-5 4x12 Scale = 1:72.0 9 0- Plate Offsets (X,Y)- [1:0-0-1 1,Edge], [2:0-1-12,0-1-8], [3:0-5-4.Edge), [5:0-5-4,Edge], [6:0-1-12,0-1-8], [7:0-0-15,Edge], [10:0-1-12,0-1-8], [14:0-1-12,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Cede IRC2015/TPI2014 CSI. TC 0.99 BC 1.00 WB 0.34 Matrix -MS H DEFL. in (loc) 1/defl Ud Vert(LL) -0.35 12 >999 360 Vert(CT) -0.59 10-12 >829 240 Horz(CT) 0.26 7 n/a n/a PLATES GRIP MT20 185/148 MT18HS 185/148 Weight 159 lb FT = 20% LUMBER- BRACING - TOP CHORD 2.4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied, except BOT CHORD 2,4 DF No.18Bh 'Except2-0-0 oc purtins (2-9-9 max.): 3-5. 11-13: 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2,4 HF Stud 'Except' WEBS 1 Row at midpt 2-14, 4-12, 6-10 2-14,3-12,5-12,6-10: 2)(4 HF No.2 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=248710-5-8, 7=2686/0-5-8 Max Harz 1=-104(LC 49) Max Uplift 1=-235(LC 10), 7=-294(,c 11) Max Grav 1=3096(LC 29), 7=3295(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-6040/485, 2-3=-4886/455, 3-4=-4721/482, 4-5=-4721/482, 5-6=-4875/451, 6-7=-5992J474 BOT CHORD 1-15=-442/5249, 14-15=442/5249, 12-14=-322/4180, 10-12=-260/4172, 9-10=-338/5199, 7-9=-338/5199 WEBS 2-14=-1185/193, 3-14=-30/673, 3-12=-146/956, 4-12=-1105/207, 5-12=-148/970, 5-10=-26/660, 6-10=-1138/184 NOTES- (13) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TGDL=4.8psf; BCOL=4.2ps1; h=25ft; Gat. II; Exp B; Enclosed; MVVFRS (envelope) gable end zone; cantilever let and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 2) TCLL: ASCE 710: Pf=25.0 psf (flat roof snow); Category II: Exp B; Partially Exp.; Ct=1.1 0 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 ether 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 25.0psf 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 Pi F No.2 crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 Ib uplift at joint 1 and 264 Ib uplift at joint 7. 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 !pacts) 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 lb down and 54 Ib up at 20-0-12, 110 Ib down and 54 Ib up at 2011-4, 146 Ib down and 54 Ib up at 22-11-4, and 133 Ib down and 51 Ib up at 24-11-4, and 173 '5 down and 72 lb up at 27-3-8 on lop chord. The design/selection of such connection devicejs) is the responsibility of others. 13) Ail 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 telt Vert: 1-3=-95, 3-5=-95, 5-8=-95, 18-19=-14 Concentrated Loads (Ib) Vert: 3=-74 5=-74 23=-67 24=-76 26=-40 27=-40 28=-76 29=-67 October 16,2019 WARNING - VenTy daa npemaee/eorandRE4D N07513047Th7SAND MITEK REFERENCE PAGE MII-7473 BEFORE USE Design valid for use only with MiTekconnectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIffP11 Quality Criteria, D58-89 and 8CS11 Betiding Component Safety Information available kart Truss Plate Institute, 583 DIOnofrio Drive, Madison, WI 53719. rb 1047106 The Truss Compar Truss A05 Truss Type California Qty 1 Ply Sidhu Homes, khc. umner), Sumner, WA 6 6-3-13 21 6x8 = 6.00 12 3x4 7- 2 2 b Reference o•lianal 20 s Oct 92019 MTel. Industries, Inc. Tue Oct 1513:37:30 2019 Page 1 ID:IBgY2rt58Wc8C6FFjG3Pd6yVTLk-eQJr36iQ?fllzCX6FQolxmH3Mt3frz7j 7R3zxjyT98J 113014813 2- Ol i15 17-6-0 , 22-1-1 22 I12 27-7-1 32-6-4 36-0-0 140-0-0 0- - 1 4-7-1 4-7-1 0-5-11 5-0-5 4-11-4 5-5-12 2-0-0 5x8 7 1.5x4 II 3 _ 2 4 23 4 25 6 5x8 3x4 6 3x8 MT18HS 1.5x4 /- 8 27 17 4x8 MT1BHS = 16 15 28 14 13 4x10 — 3x4 = 3x12 MT20H 443 6-3-13 12-5-0 17-6-0 22-6-12 6-3-13 6-1-7 5-0-12 5-0-12 12 4x4 = { 11 3x4 = 4x12 30-0-11 38-0-0 7-5-15 { 7-11-5 Scale = 1:70.9 9 10Io Plate Offsets (X,Y)- [1:Edge,0-2-3), [2:0-1-12,0-1-8), [3:0-3-8,0-1-12), [5:0-3-8,0-2-4), [60-1-12,0-1-8), [7:0-4-0,Edge), [9:0-0-15,Ed a], [12:0-1-12,0-2-o], [16:0-3-0,0-24 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015rTP12014 CSI. TC 0.93 BC 0.77 WB D.87 Matrix-MSH DEFL. in (loc) I/dell Ud Vert(LL) -0.30 11-12 >999 360 Vert(CT) -0.50 11-12 >906 240 Horz(CT) 0.18 9 n/a n/a PLATES GRIP MT20 185/148 MT20HS 139/111 MT18HS 185/148 Weight 1931b FT= 20% LUMBER - TOP CHORD 2x4 HF No.2'Except' 1-3: 2x4 DF 2400F 2.0E, 5-7: 2x4 OF No.18Btr BOT CHORD 2x4 HF No.2 *Except* 9-13: 2x4 DF No.18B1r WEBS 2x4 HF No.2'Except' 2-16,6-12,611,8-11,1-17: 2x4 HF Stud WEDGE Right: 2x4 SP No.3 REACTIONS. (Ib/size) 17=2354/0-5-8, 9=2509/0.5-8 Max Harz 17=-119(LC 53) Max Uplift 17=-198(LC 10), 9=-230(LC 11) Max Gray 17=2960(LC 29), 9=3062(LC 29) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-3-4 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-12 FORCES- (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-3952/285, 2-3=-3826/332, 3-4=-3643/361, 4-5=-3643/361, 5-6=-4124/373, 6-8=-5244/401, 8-9=5695/410, 1-17=-2910/219 BOT CHORD 15-16=-242/3385, 14-15=-193/3252, 12.14=-163/3545, 11-12=-213/4296, 9-11=-291/4985 WEBS 2-16=-768/110, 2-15=-308/241, 3-15=-98/338, 314=119/852, 4-14=-765/145, 5-14=-91/432, 5-12=-60/852, 6-12=-1043/162, 6-11=-21/616, 8-11=-620/113, 1.16=-206/3340 NOTES- (13) 1) Wnd: ASCE 7,10; Vul1=110mph (3-second gust) Vasd=87mph; TCDL=4.8pst; BCDL=4.2ps1; h=25(1:: 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 pates unless otherwise indicated. 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 23.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7,0psf. 9) 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 o1 withstanding 198 Ib uplift at joint 17 and 230 Ib uplift at joint 9. 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 b up at 12-8-8, 138 Ib down and 51 Ib up at 15-0-12, 151 Ib down and 541b up at 17.0-12, 151 Ib down and 54 Ib up at 17.11-4, and 138 Ib down and 51 Ib up at 19-11-4, and 220 Ib down and 72 lb up at 22-3-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given In feet -itches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=l.1 Uniform Loads (plf) Vert; 1.3=-95, 35=-95, 5-10=-95, 17-18=-14 Concentrated Loads (Ib) Vert: 3'-121 5=-121 22=72 23=-81 24s-81 26=-72 October 16,2019 WARNING - Veal), design parameters end READ NOTES ON THIS AND INCLUDED MMTEK REFERENCE PAGE M11.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for en individual building component. Applicability of design paramemers end proper incorporation of component is responsibility of building designer -not truss designer, Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibfllity of the erector. Additional permener8 bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bre:irrg consult ANSVTPII Quality Cdlerle, DSB-89 end BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'0rtofrio Drive, Madison, WI 53719. Truss Truss Type 1047106 A06 California The Truss Comps umneri, Sumner, WA 9 7-3-13 7-3-13 6x8 = 1 19 6,00 112 0 3x4 2 14 14-5-4 7-1-7 Qty Ply Sidhu Homes, Inc. 1 1 113014814 - Job Reference (optional) 8,320 s 00 9 2019 Mifek Inclustnes, Inc. Toe Oct 15 1337:32 2019 Page 1 1(11BgY2R58Wc8C8FFjG3Pd6yVTLk-bpRbUokhXGMWOUNrqD1BNOihl?JvE0a1Y4OcyT98H 14-10115 20-1-1 20-6512 26-3-1 31-10-4 38-0-0 40-0-0 i 0-5-11 5-2-2 0-5-11 5-8-5 5-7-4 6-1-12 2-0-0 ' 5x8.- 3 5x8 2 23 424 25 4 3x4 I I 26 12 28 29 10 13 11 4x 1-18HS = 4x8 , 6x6 = 3x4 3x8 = 7-3-13 14-5-4 20-6-12 29-0-11 7-3-13 7-1-7 6-1-8 8-5-15 3x8 MT18HS 1.5x4 // 7 27 3x4 = 4x12 38-0-0 8-11-5 Scale = 1:70.9 Plate Offsets (X,Y)— [1:Edge,0-2-0], [2:0-1-12,0-1-8], [3:0-3-8,0-2-0], [40-3-8,0-2-8], [50-1-8,0-1-8), [8:0-0-15,Edge], (10:0-1-12,0-1-8), [14:0-2-8,0-2-4] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 • BCDL 7,0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Ina YES Code IFIC20 15/TPI2014 CS1. TC 1.00 BC 0.78 WB 0.71 Matrix-MSH LUMBER - TOP CHORD 2x4 DF 2400F 2.0E *Except* 4-6: 2x4 OF No.l&Btr, 6-9: 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Bir *Except* 12-15: 2x4 HF No.2 WEBS 2x4 HF No.2 *Except* 2-14,5-10,7-10: 2x4 HF Stud WEDGE Right: 2x4 SP No.3 REACTIONS, (lb/size) 15=2267/0-5-8, 8=2433/0-5-8 Max Harz 15=-131(LC 15) Max Uplift 15=-169(LC 10), 8=-205(LC 11) Max Grav 15=2921(LC 29), 8=2996(LC 29) DEFL. in (loc) I/deft Ud Vert(LL) -0.32 10-11 ,999 360 Vert(CT) -0.52 10-11 >872 240 Hcrz(C7) 0.17 8 n/a n/a PLATES GRIP M720 185/148 MT18HS 185/148 Weight 187 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (3-2-10 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-13,3-11,5-11 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4061/251, 2-3.-3698/281, 3-4=3223/302, 4-5=-3796/308, 5-7=-5078(344, 7-8=-5560/356, 1-15=-2866/194 BOT CHORD 14-15=-59/258, 13-14=-215/3475, 11-13=-135/3099, 10-11=-143/4093, 8-10=-238/4868 WEBS 2-14=-641/103, 2-13=-487/220, 3-13=-79/459, 3-11=-77/364, 4-11=-29/827, 5-11=-1256/173, 5-10=-20/694, 7-10=-693/126, 1-14=-160/335B NOTES- (13) 1) Wind; ASCE 7-10; Vutt=1 10mph (3-second gust) Vasd=87rnph; TCOL=4.8psf; BCDL=4.2psf, h=25tt; 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 fiat roof load of 25.0 psf on overhangs non -concurrent will 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 169 lb uplift at joint 15 and 205 Ib uplift at joint 8. 11) Graphical purlin representation does not depict the size or tt-e orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided st.fficient to support concentrated Ioad(s) 214 Ib down and 71 Ib up al 14-8-8, 143 Ib down and 51 Ib up at 17-0-12, and 143 Ib down and 51 Ib up at 17-11-4, and 214 lb down and 71 It) up at 20-0-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-95, 3-4=-95, 4-9=-95, 15-16=-14 Concentrated Loads (Ib) Vert: 3=-115 22=-77 23=-7'7 24=-115 October 16,2019 WARNING - Verify dastrin parameters and READ NOTES ON 7NIS FWD INCLUDED MITEK REFERENCE PAGE MI1-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, end is for an indiklual building component.. Applicability of design parry -renters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during.construction is the responsibillity of the erector. Additional perrnanem bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, warily control, storage, delivery, erection and bracing, consult ANSI/Mit Quality Otter*, DSB-89 and acsit Building Compowem Safety Intonation available from Truss Plate Institute, 583 DOnoIrio Drive, Madison, WI 53719. theTRUSSco, rNc Job truss ITruss Type Oly Ply Sidhu Homes, Inc, 1047106 07 California 1 1 113014815 Job Reference (optional) The Truss Company (Sumner), Sumner, WA- 98390, 5-7-12 10-11-15 16-5-4 18-6-12 131-1 16- ;5 8.320 s Oct 92019 MITelc Industries, Inc. Tue Oct 1513:37:34 2019 Page 1 ID:IBgY2r158Wc8CBFFjG3Pd6yVTLk-XBZMvUIx3)DjSggtUGlh6cSmbVNinpzJ221 B5UyT9BF 2411-1 31-2-4 330-0 5-7-12 5-4-4 5-5-5 0-5-11 0-5-11 sxe sxe 4x4 II 16 4x8 MT18HS = 3x4 = B-3-13 3x12 MT2OHS = 3x8 = 4x4 = 6-4-5 6-3-4 3x8 MT18HS 3x4 = h I 16-5-0 118-6.12 28-0.11 8-3-13 8-1-7 2-1-8 9-5-15 Plate Offsets (X,Y)-- [2:0-4-0,0-1-12], [3:0-1-12,0-1.8], [4:0-2-0,0-2-0), [5:0-3-8,0-2-4], [6:0-1-60-1-8], (9:0-0-11,Edge], [11:0-1.12,0.1.8], [12:0-1-8 0-1-12], [16:0-3-4 0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 BCDL 7.0 SPACING- 2.0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code `RC2015RPI2014 CSI. TC 0.85 BC 0.98 WB 0.75 Matrix -MS H DEFL. in (loc) 1/dell Ud Ven(LL)-0.4011.12 >999 360 Vert(CT) -0.64 11-12 >711 240 Hoz(CT) 0,21 9 n/a n/a 6-9-12 1.5x4 // 400-0 2-4cale = 1:72.1 4x10 PLATES GRIP MT20 185/148 MT2OHS 139/111 MT18HS 185/148 Weight 201 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Bm *Except' TOP CHORD Structural woad sheathing directly applied, except end verticals, and 2-0-0 on, purlins 4-5: 2x4 HF No.2, 5-7: 2x4 DF 2400F 2.0E (2-10-9 max.): 4-5. BOT CHORD 2x4 DF No.18Btr'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 on, bracing, Except: 13-16: 2x4 HF No.2 2-2-0 oc bracing: 14-15. WEBS 2x4 HF No.2 'Except* WEBS 1 Row at midpt 3-14, 5-14, 6-12, 2-16 2-15,8-11,1-16: 2x4 HF Stud, 2-16: 2x4 OF No.1 &Btr REACTIONS. (Ib/size) 16=2255/0-5-8, 9=2427/0-5-8 Max Horz 16=-145(LC 53) Max Uplift 16=-141(LC 10), 9=-182(LC 11) Max Gray 16=2912(LC 29), 9=2973(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-254/55, 2-3=-3966/235, 3-4=3506250, 4-5=-2990/237, 5-6=-3605/248, 6-8=-5311/290, 8-9=5492/304, 1-16=-317/57 BOT CHORD 15-16=-198/3301, 14-15=-149/3411, 12.14=552975, 11-12=-80/4004, 9.11=-186/4806 WEBS 2-15=0264, 3-14=-732/166, 4-14=-50/718, 514=-317212, 5-12=-75/1100, 6-12=-1428/183, 6-11=-23/736, 8-11=-707/143, 2.16=-4065/181 NOTES- (13) 1) Wmd: 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 (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 fat roof load of 25.0 psf an overhangs non -concurrent with other live loads, 5) Provide adequate drainage to prevent wafer ponding. 6) All plates are MT20 plates unless otherwise Indicated. 7) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrenl with any other live loads. 8) ' This truss has been designed for a live load of 23.0psf on the bottom chord in au 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 141 It uplift at joint 16 and 182 Ib uplift at joint 9. 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) 228 Ib down and 63 Ib up at 16-11-10, and 233 Ib down and 641b up at 18-2-13 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) formal. LOAD CASE(S) Standard 1) Dead +Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-95, 4-5=-95, 5-10=-95, 16-17=-14 Concentrated Loads (Ib) Vert: 5=-183 23=-183 October 16,2019 [� WARNtNG - Verrty dasrgtt mmarava and REAR NOTES ON THIS AND INCL f/DEO M/TEK REFERENCE PAGE MI1-7473 BEFORE USE Design valid for use only with M/Tek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters end proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibill9y of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPI1 Quality Criteria, DSB-89 end BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 0 Truss y Ply Sidhu Homes, Inc. J1047106 A08 The Truss Company (Sumner), Sumner, WA- 98390, a 2-9-8 3 2-9-8 0 6.00 FIT 5x16 3 5x6 22 7 16 15 3x12 MT2OHS I I 1.5x4 II 4x10 Truss Type Roof Special b Reference o tiona» 113014816 1D-4-12 7-1-4 3x4 4 14 22 3x4 = 17-6-0 7-1-4 26 5x6 = 23 5 8.320 s Oct 9 2019 feCrek Industries, Inc. Tue Oct 15 13:37:36 2019 Page 1 ID:1BgY2r158Wc8C8FFIG3Pd6yVTLk-Tah6JAnBbVTRh7_Gcgv9E1X5K13_Fh7cVMW19NyT98D 24-1-13 - - 38-0-0 40 -0-0 1I 6-7-13 6-7-13 7-2-5 2-0-0 24 25 3x4 II 6 13 12 27 4x6 = 4x8 = 3x6 7 2B 11 3x4 II 1.5x4 6 8 3x10 = Scale = 1:76.1 2-9-8 313I 10-4-12 20-4-8 28-11-0 38-0-0 2-9-8 0-6 7-14 9-11-12 8-6-8 9-1-0 Plate Offsets (X,Y)— [1:Edge,0-2-4], [2:0-5-8,0-2-8], [2:0-0-6,0-1-11], [4:0-1-12,0-1-8], [6:0-1-4,0-1-8],[9:0-10-4,0-0-14], [11:0-1-8,0-1-8], [16:0-3-12,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BOLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015TTP12014 CS!. TC 0.90 BC 0.97 VVB 0.64 Matrix-MSH DEFL. in (loc) 1/dell Ud Vert(LL) -0.29 11-12 >999 360 Vert(CT) -0.55 12-14 >829 240 Horz(CT) 0.15 9 n/a n/a PLATES GRIP MT20 165/148 MT2OHS 139/111 Weight 185 lb FT pp% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 'ExceptTOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purling 3-5: 2x4 DF 2400F 2.0E, 5-7,7-10: DF No.1&Blr (3-8-15 max.): 2-3. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 HF Stud 'Except* WEBS 1 Row at midpt 4-12, 6-12 3-14,4-12,5-12,6-12,6-11: 2x4 HF No.2 REACTIONS. (lb/size) 17=2058/0-5-8, 9=2258/0-5-8 Max Holz 17=-150(LC 15) Max Uplift 17=-101(LC 10), 9=.148(LC 11) Max Gray 17=2432(LC 31), 9=2258(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2110/93, 2-3=-1779/94, 3-4=.3161/149, 4-5=-2186/192, 5-6=-2582/205, 6-8=-3586/248, 8-9=-3886/224, 1-17=-2410/110 BOT CHORD 15-16=-140/2216, 14-15=-138/2216, 12-14=-99/26151, 11-12=-11/2635, 9-11=-112/3364 WEBS 2-16=69/883, 3-16=-2211/114, 3-14=-8/587, 4-12=-1128/150, 5-12=-96/1486, 612=-1053/198, 6-11=-75/789, 8-11=-592/148, 1-16=-83/2229 NOTES- (12) 1) Wnd: ASCE 7-10; Vult=1 10mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=2511; 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) AS plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other eve 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 101 lb uplift at joint 17 and 148 lb uplift atjoint 9. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. October 16,2019 Alk, WARNING - Verify demgrrponmrnetem eadRE4EJ 010758 ONT31ISAND IWCLtJDEO MITEK REFERENCEREFERENCEPAGEMU-7473SEFOREUSE, Design valid for use only With MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design pararnenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibrihy of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSiffri1 Quality Graeae, DSB-89 and BCSil Building Corrponent Safety information available from Truss "Plate Institute, 583 D'Onolrio Drive, Madison, WI 53719. Job J1047106 T 0 Truss Type Roof Special 0 1 Ply 1 Sidhu Homes, Inc. Job Reference (optional) 113014817 The Truss Co y ne0, Sumner, WA • 98390. 6.00 12 5x6 i 8.320 s Oct 92019 MRek Industries, Inc. Tue Oct 15 13:37:37 2019 Page 1 ID:I BgY2rt58Wc8CBFFjG3Pd6yVTLk-xmFUXWnpMobIJHZS9000kF4GLiPA_BjIk0FrhpyT98C 3.80 40tt n2-p 10-10-0 17-6-0 i 24-1-13 I 30 9 11 39-0 0 40.0-0 6-8-0 6-7-13 6-7-13 7-2-5 2-0-0 3-8-0 6-8-0 5x16 3 2 2 17 16 15 3x12 MT2OHS 11 4x10 = 1.5x4 11 5x6 = 5 23 3x4 24 3x4 II 4 22 14 3x4 = 3x6 7 25 13 12 26 27 11 4x8 = 4x8 = 3-8-0 4 10-10-0 20-9-12 29-1-10 3-8-0 0-B-1 6-8-0 9-11-12 8-3-14 3x4 11 1.5x4 // 38-0-0 8-10-6 3x10 Scale = 1.74.8 1014 Plate Offsets (X,Y)- [1:Edge,0-2-41, ]2:0.5-4,0.2-8], [2:0.0-6,0-1-11], j4:0-1-12,0.1-8], L:0-1-4,0.1-8), [9:0-10-4,D-0-14], [11:0-1-8,0-1-8], [16:0-4-4,0-1-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0,0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.91 BC 0.97 WB 0,88 Matrix-MSH DEFL. in (lac) Udell Ltd Vert(LL) -0.28 12-14 >999 360 Vert(CT)-0,5812.14 >786 240 Horz(CT) 0,15 9 n/a n/a PLATES GRIP MT20 1851148 MT2OHS 139/111 Weight 187 Ib FT =20% LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins 1-2,2-3: 2x4 HF No.2 (3-6-8 max.): 2-3. BOT CHORD 2x4 HF No.2 BOT CHORD Rgid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 4-12, 6-12 3.14,4-12,5-12,6-12,6-11: 2x4 HF No.2 REACTIONS. (lb/size) 17=2058/0-5-8, 9=2258/0.58 Max Horz 17=-150(LC 15) Max Up/ft 17=-101(LC 10). 9=-148(LC 11) Max Gray 17=2449(LC 31), 9=2258(LC 1) FORCES. (10) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2458/108, 2-3=-2069/113, 3-4=-3124/150, 45=2161/195, 5.6 =-2636/213, 6-8=-3616/254, 8-9=3888/223, 1-17=-2421/113 BOT CHORD 15-16=-141/2408, 14-15=-140/2408, 12-14=-912638, 11-12=-112636, 9-11=-111/3364 WEBS 2-16=-45/852, 3-16=-1945/96, 3-14=-3/413, 4-12=-1123/145, 5-12=-104/1536, 6-12=-1050/201, 6-11=-84/811, B-11=-590/148, 1-16=-79/2343 NOTES- (12) - 1) Wrnd: ASCE 7.10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.80 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 buss has been designed for greeter of min roof live load of 16.0 psf or 1.00 times flat roof load 0125.0 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 fore 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.opsf. 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 101 Ib uplift at joint 17 and 148 lb uplift al joint 9. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. October 16,2019 READ NOTES 08/THI INCLUDED M/TEK REFERENCE PAGE Mll-7473 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 Applicability of design pararnenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing sham is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction i5 the responsibllky of the erector. Additional permanent bracing of the overall structure isthe responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPIt Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type J1047106 A10 California Oty Ply 1 1 Sidhu Homes, Inc. 113014818 The Truss Compstly (Sumne8, Sumner, WA - 98390 5-8-0 58-0 6.00 112 3x8 MT18HS II - -Q 011-4-0 - - 5-2-0 5x18 MT18HS 3 Plate Offsets (X,Y)- [1"Ed ge,0-1-12], (2:0-6.4,0 LOADING (psf) TCLL 25.0 (Root Snow=25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOI, 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IRC2015/TPI2014 3x4 — 4 16 3x4 = ID:IBgY2r158Wc8C 19-7-1 15-6.0 �8-1-131 20 p-�2 25-11-1 5-2-0 1-7-/3 1-5-4 5-10-5 0-5-11 5x8 18-1-13 6.9-13 2-12 CSI. TC 0.97 BC 0.79 WB 0.71 Matrix-MSH 5 5x8 5x6 = 15 14 4x8 = 5x12 = 26 30 13 3x4 = Job Reference (optional) 8.320 s Oct 92019 MiTes:Inoustries, Inc, Tue Oct 1513:37:39 2019 Page 1 FjG3 P d6yVTLk-t9MFyB p4uQr0Y bj q H pStpg9bQV0XS3v2BKkym i yT98A 31-84 38-0.0 4D0-0J 63,12 2-0-0 3x8 MT18HS 1.Sx4 // 10 27 5,00 Scale = 1:75.9 0-0-12 } 2.8-9-11 38-0-0 -10-15 8-8-15 9-2-5 7:0-3-8,0-2-8], [8 0-1-8,0-1-8],[11:0-5-7,0-2-0],[13:0-1-12,0-1-81,[14:0-4-12,0-3-0], [15:0.4-0,0.1,] DEFL, in (loc) 1/dell Lid Vert(LL) -0.37 13-14 >999 360 Vert(CT) -0.62 13-14 >728 240 Horz(CT) 0.17 11 n/a n/a PLATES GRIP MT20 185/148 MT18HS 185/148 Weight 220 lb FT = 200/ LUMBER - TOP CHORD 2x4 HF No.2 'Except` 1.2,7-9: 2x4 DF Na.1&Btr BOT CHORD 2x4 DF No.1&Btr*Except' 14-19: 2x4 HF No.2 WEBS 2x4 HF Stud 'Except* 4-15,5-15,6-15,6-14,7-14,8-14,1.18: 2x4 HF No.2 WEDGE Right: 2x6 SP No.2 REACTIONS. (lb/size) 19=205B/0-5-8, 11=2258/0-5-8 Max Horz 19=-144(LC 15) Max Uplift 19=-95(LC 10), 11=-155(LC 11) Max Gray 19=2812(LC 35), 11=2850(LC 35) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-D-0 oc purlins (2.8-13 max.): 2-3, 6-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-15, 6-15,5-14, 8-14 FORCES, (1o) • Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3382/119, 2-3=-2850/137, 3-4=3605/14E, 4-5=-3043/194, 5-6=-3109/209, 6-7=-2898/195, 7-8=-3414/190, 8-10=-4775/231, 10.11=-5260,244, 1-19=-2771/115 DOT CHORD 17.15=-118/3059, 16.17=-117/3058, 15-16=69/3106, 14-15=0/2880, 13-14=-39/3810, 11-13=-137/4600 WEBS 2.18=0/660, 3-18=-1516/57, 4-15=-824/128, 5-15=-135/2057, 6-15=-1372/152, 6-14=-146/325, 7.14=-27/901, 8-14=-1323/163, 8-13s-18/714, 10-13=-700/130, 1-18=-58/2912 NOTES- (12) 1) Wnd: ASCE 7,10; Vuh=110mph (3-second gust) Vasd=87mph; TCDL=4.8ps1: BCDL=4.2psh 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; P1=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 fiat roof load of 25.0 psf on overhangs non -concurrent with other live loads, 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 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 96 lb uplift at joint 19 and 155 lb uplift at joint 11. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the too and/or bottom chord. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. October 16,2019 'D tNCLI/DED MtTEX REFERENCE PAGE M11-7473 BEFORE' L1SS9- Design valid for use only with MiTek connectors. This design Ls based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibilily of building designer - not truss designer. Bracing shown is tor lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing consult ANSVIPII Quality Criteria, DSB-89 end BC511 Building Component Safety Information available from Truss Plate Institute, 583 Donofrio Drive, Madison, WI 53719. theTRUSSco. INC. Qty Job Truss J1047106 All 113014819 Job Reference (oplionap The Truss Company (Sumner), Sumner, WA- 98390, 8.320 s Od 9 2019 MiTek Industries, Inc. Tue Oct 15 13:37:42 2019 Page 1 ID; IBgY2rt58WcSC6FF'G3Pd6yVTLk-Ik2NaDn/ALDbP2RPyx0a©In8rj7xfPgUlIzcN 1 yT987 25-6-12 • 5-10-4 112-0 118 15-10-0 20-0-0 23.7.13 p51-1 30-9-1 35-10-4 41-6-0 43.6-0 f 5 10-0 ......�_._{ -. 5-3-12u Oki-b 4-2-0 I 4-2.0 [ 3-7-13 i1-5-4 i........... 52 5 5-1-4 5-7-12 { 2-0,0� 0-5-11 Scale = 1:78,7 4x12 Truss Type California 5x18 MT18HS = 1.5x4 II 4 6.00 12 3x4 - 5x8 = 32 6 Ply 1 5x6 = 33 5x8 Sidhu Homes, Inc. 3x4 7 9 3x3MT18HS 23 22 21 20 37 19 38 18 17 16 15 L5x4 I I 4x8 = 50B 3x12 MT2OHS = 4x5 II 4x8 = 3x4 = 1.5x4 II 3x12 MT10HS = 14 1.5x4 II 4x12 0 11 0 15-10-0 23-7-13 25-6-12I 30-9-1 - 35-10-4 41-6-0 2 0 4-2-0 7-9-13 10-15 5-2-5 5-1-4 5-7-12 12 v Plate Offsets (X,Y)- [1:0-0-15,Edge), [2:0.1.12,0.1- [20:0--8,0.2.0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7,0 [ SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL. 1.15 Rep Stress Inc,' YES Code IRC2015/TPI2014 4], [3:0-0-6,0-1.11], [6:0-4-0,0.1.8], F:0-2.12,0-3-41 [8:0-3.8,0-1. 12], [9:0-1-12.0-1-8], [11:0-1 12,0-7-81, [12:0-0-15,Edge], 118:0-1-12,0-1-12], C SI. TC 0.89 BC 0.93 WB 0.77 Matrix-MSH DEFL. in (loc) I/dell 10 Vert(LL) -0.42 18 >999 360 Vert(CT) -0.72 18-20 >893 240 Horz(CT) 0.25 12 n/a nla PLATES GRIP MT20 185/148 MT2OHS 165/146 MT1BHS 185/148 Weight 242 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except 1-3,8-10,10-13:2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF Stud *Except* 5-20,6-20,6-18,7-18,7-17,8-17,9-17: 2x4 HE No WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (Ib/size) 1=2305/0-5-8, 12=2529/0.5.8 Max Horz 1=-140(LC 11) Max Uplift 1=-137(LC 10), 12=-164(LC 11) Max Gray 1=3181(LC 35), 12=3295(LC 35) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-2 oc purlins except 2-0-0 oc purlins (2-2-0 max.): 3-4, 7-8. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: 2-2-0 oc bracing: 1-23. WEBS 1 Row at midpt 4-20, 7-18, 7-17, 9.17 FORCES. (Ib) . Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-6301/274, 2-3=-5379/249, 3-4=-4607/245, 4-5=-4624233, 5.6=-4693/304, 6-7=-4563/268, 7.8=3915/224, 8-9=-4556/225, 9.11=-5448242, 11-12=-6210/253 BOT CHORD 1-23=299/5501, 22-23=299/5501, 21-22=-197/4702, 20-21=-197/4698, 18-20=-58/3371, 17-18=-73/4053, 15-17=-70/4737, 14-154-150/5440, 12-14=-150/5440 WEBS 2.22=-985/122, 3-22=-31/1508, 4-22= 829/59, 4-20=1055/122, 5-20=-684/119, 6-20=-172/1787, 6-18=-170/1929, 7-18=-1718/211, 7-17=-671/59, 8-17=-53/1453, 9-17=-1189/132, 9-15=0/485, 11-15=-806/95 NOTES- (13) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psY BCDL=4.2psf; h=25h; 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; P1=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This buss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof Toad of 25.0 psf on overhangs non -concurrent with other live loads. 5) 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.opsl 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 = 7,0ps1. 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 137 Ib uplift at joint 1 and 164 Ib uplift at joint 12. 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 66 Ib up at 24-11-5 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) formal LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert 1-3=-95, 3-4=-95, 4-6=-95, 6-7=-95, 7-8=-95, 8-13=-95, 24-27=-14 October 16,2019 Continued on page 2 Vattly Fru P motets arxlf7 60 NOTES 076 THfS,44J0 /AK.3.UC1!*0 MITEK//EFERk-NCE F"AGEMt#-74 Design valid for use only with MiTek connectors. This design is hosed only upon parameters shown, and is tor an individual building component. Applicability of design peramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responnbillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/Mil Quality Criteria, DSB-89 and BC511 8tdtding Component Safety Information available from Truss Plate Institute, 583 DOrrofrio Drive, Madison, WI 53719. Job Truss 1Truss Type J1047106 A11 California Q y Ply 1 Sidhu Homes, Inc, 113014819 Job Reference (optional) The Truss Com y (Sumner), Sumner, WA 95390, 5.320 s Oct 9 2019 MiTek Industries, Iro. Tue Oct 15 1337:42 2019 Page 2 ID: BgY2rI58Wc8C8FF G3Pd6yVTLk-liaNanryALDbP2RPyx0aQinBrj7xfPgUtIzcN 1 yT9B7 LOAF" CASE(S) Standard Concentrated Loads (Ib) Vert: 34=-121 - Vda0npe vr 0009dfl0AD NOTES ON THISAND INCLUDED ABTEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only, Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and brazing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss J1047106 Al2 Truss Type California Oty 1 Pry 1 Sidhu Homes, Inc. Job Reference (optional) 113014820 j The Truss Company (Sumner) Sumner, WA - 98390. 2-0.0 I200 4x12 Plate Offsets (X,Y LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 6.104 6-10-4 1.5x4 II 8.320 s Oct 92019 MiTek Industries, Inc. Tue Oct 15 13:37:44 2019 Page 1 ID:)BgY2rt58Wc8C8FFjG3Pd6yVTLk-E7A8?v1CiyTIeM bo4M22W)sTgWos7HRaLcSj RvyT985 27-6-12 13-2-0 1 8,01610-0 1 20-0-0 [ 25-7-13 717-1.1I I 34-3.11 6-3-12 0-6-0 3-2-0 '.-2.0 5.7.13 1.5-4 6-6-15 0.5-11 20 19 4x4 = 4x4 II 6x8 31 6x8 = 5x8 = 18 3417 35 16 15 14 3x12 MT2OHS = 5x8 = 3x12 MT18HS 1.5x4 I I4x8 = 3x4 1.5x4 II 41-6-0 42 7.2.5 2 32 13-2-0 1 8 0 20-0-0 I-- 25-7-13 37-6-12I 34-3-11 41-6-0 6-3-12 0. 6-4-0 5-7-13 1-10-15 6-8-15 7-2-5 4x12 0.1.12 0-1-8j [4:0-8-00-2-12j, [6:0-1-0 0.1.12j, [8:0-2-12,0-i -4), [9-0-5-4,Edge), [10:0-1-12,0-1.8), [11:0-0-15,Edge(, [17:G-4-00.2.0], [19:0.1-8,0-1-1A 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 0.97 WB 0.95 rix-MSH DEFL. in (loc) 1/defl Lid Vert(LL) -0.40 17-19 >999 360 Vert(CT) -0.66 17-19 >733 240 Horz(CT) 0.26 nia n/a PLATES GRIP MT20 155/145 MT2OHS 139/111 MT1BHS 185/148 Weight 229 lb FT = 20`Y 11 Scale = 1:83.9 LUMBER - TOP CHORD 2x4 DF 2400F 2.0E'Excepr 4-5: 2x6 DF SS, 5-7,8-9: 2x4 HF No.2 BOT CHORD 2x4 DF No.18:Btr *Except* 16-18: 2x4 HF No.2 WEBS 2x4 HF Stud *Except' 6-19,6-17,7-17,8-17,10-14: 2x4 HF No,2 WEDGE Left 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=2452/0-5-8, 11=2452/0.58 Max Horz 2=128(LC 14) Max Uplift 2=-149(LC 10), 11=-158(LC 11) Max Gray 2=3349(LC 35), 11=3276(LC 35) BRACING - TOP CHORD Structural wood sheathing directly app/ed, except 2-0-0 oc purlins (2-3-9 max.): 4-5, 8-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2.2-0 oc bracing: 17-19,15-17. WEBS 1 Row at midpt 3-20, 519, 5-17, 8-17, 10-14 FORCES. (15) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6058/222, 3-4=-4970/193, 4-5=-4241/200, 5-6=-4754251, 6-7=-3754201, 7.8=-3831/188, 8-9=4044/217, 9-10=-4761/210, 10.11=-5980240 BOT CHORD 2.21=-242/5255, 20-21=-242/5255, 19-20=-122/4241, 17.19=-74/3763, 15-17=-26/4275, 14-15=-26/4275, 13-14=-128/5152, 11-13=-128/5182 WEBS 3.20=1144/137, 4-20=-0/744, 5.19=-1320/115, 6-19=-133/1301, 6-17=-1346/164, 7-17=-111/2605, 8-17=-1584/163, 8-14=-878/64, 9.14=-29/1557, 10-14=-1293/144, 10.13=0/251 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 D0L=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; CI=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 23.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 9) 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 149 lb uplift at joint 2 and 158 lb uplift at joint 11. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. WARNING - Verify design parameters and READ NOTES ON THIS AND INGL I/DEO !MTV( REFERENCE PAGE MIS7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additio al temporary bracing to insure stability during construction is the responslb8111y of the erector. Additional permanent bracing of the overall structure is the responsibility of the buirdfngg designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Duality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. October 16,2019 theTRUSSco, INC- Job J1047106 Truss A13California Truss Type Dty 1 Ply 1 Sidhu Homes, Inc. 113014821 Job Reference (optional) The Truss Compa+ty (Sumner), Sumner, WA - 98390, 8.320 s Oct 9 2019 MiTek Industries, Inc. Tue Oct 15 13:37:47 2019 Page 1 ID: I BgY2rt58Wc8C8F FjG3Pd6yVTLk-eirGdwv5?trtVpKN IUcI7MUy4kp9Kd0 D1 agN2EyT982 29-6-12 2 0.0 5-5-0 10.3-E 15-2-0 1 8 20-0-0 23-9-15 27-7-13 9-1-1 33-5-1 37-2-4 41-6-0 4 2-0-0 5-5-0 4-10-E 4-10-8 0- -0 4-4-0 3-9-15 3-9-15 -5-4 3-10-5 3-9-4 4-3-12 2-0-0 34 4x12 5x8 7 37 6.00 12 3x4 i 3x4 27 26 25 24 23 22 1.5x4 II 3x4 = 3x12 MT2OHS = 4x4 8 38 0-5-11 8x10 'T 5x8 = 3x4 3x4 12 2 20 19 18 17 16 4x4 = 1.5x4 4x4 = 5x8 = 4x12 MT18HS = 4x8 = 1.5x4 II 3x4 = 1.5x4 5x16 5-5-0 10-3-8 15-2-0 15 8 20-0-0 23-9-15 27-7.13 29-6.12, 33 5 1 37-2-4 41-8-0 [ 5-5-0 4-10-8 { 4-10-8 0 G 4-4-0 3-9-15 3-9-15 10-15 3.10 5 3-9 4 4-3 12 Scale= 1:85 Plate Offsets (X,Y)- [2:0-0-15,Edge], [3:0-1-12,0-1-8], [4:0-1-12,0-1-8], [5:0-2-8,0-2-12], [5:0.0.6,0-1-.11], [7:0-4-0,0-1-8], [8:0-1-4,0-1-12], [9:0-2-12,0.3-0], [10:0-4-10,Edge], [11:0-1-12,0-1-8], [12:0-1-12,0-1-8], [13:0-2-7,Edge], [18:0-4-0,0-1-12], [21:0-1-8,0-1-12], [22:0-4-0,0-1-12], [25:0-1-8,0-1-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 * BCOL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CS!. TC 0.99 BC 0.99 WB 1.00 Matrix-MSH LUMBER - TOP CHORD 2x4 HF No.2 `Except' 1-5: 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr `Except* 20-23: 2x4 HF No.2 WEBS 2x4 HF Stud *Except* 5-25,6-24,6-22,7-22,8-22,8-21: 2x4 HF No.2 WEDGE Left: 2x4 SP No.3, Right: 2x6 SP No.2 REACTIONS. (lb/size) 2=2452/0-5-8, 13=2452/(0.5-8 + bearing block) (req. 0-5-9) Max Horz 2=-128(LC 11) Max Uplift 2=-149(LC 10), 13=-158(LC 11) Max Gray 2=3266(LC 35), 13=3367(LC 35) DEFL. in (loc) 1/defl Ud Vert(LL)-0.4719-21 >999 360 Vert(CT) -0.78 19-21 >638 240 Horz(CT) 0.26 13 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 MT18HS 185/148 Weight 248 Ib FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc pudins (2-3-5 max.): 5-6, 9-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 19-21. WEBS 1 Row at midpt 4-25, 6-22, 8-22, 9-21 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-6130/219, 3-4=-5370/210, 4-5=-4573/196, 5-6=-3924/196, 6-7=-3751/200, 7-8=-3788/194, 8-9=4501/207, 0-10=-4299221, 10-11=-4937228, 11-12=-5569/238, 12-13=-6078/239 BOT CHORD 2-27=-251/5364, 26.27=251/5364, 25-26=-176/4669, 24-25=-90/3924, 22-24=-90/3919, 21-22-24/3964, 19-21=34/4672, 18.19=-35/4671, 17-18=-97/4883, 16-17=-149/5321, 13.16=-149/5321 WEBS 3-26=-798/86, 4-26=-3/440, 4-25=-1074/125, 5-25=-51/1115, 6-24=-263/50, 6-22=-1:300/149, 7-22=-121/2655, 8-22=-1571/162, 8-21=-71/1149, 9-21=-1312/125, 9-18=-1225/57, '10-18=-52/1863, 11-18=-850/94, 11-17=0/327, 12-17=-508/60 NOTES- (14) 1) 2x4 DF No.1&Btr bearing block 12" long atjt. 13 attached to front face with 2 rows of 10d (0.131"x3") nails spaced 3" o.c. 8 Total fasteners. Bearing is assumed to be HE No.2. 2) 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 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) The Fabrication Tolerance at joint 10 = 16% 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 149 Ib uplift at joint 2 and 158 Ib uplift at joint 13. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) All dimensions given in feet -inches -sixteenths (FFIISS) format. October 16,2019 A WARNING - Verify design perimeters and READ NOTES ON THIS AND INCLUDED MTTEKREFERENCE PAGE MII-7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type aty Ply Sidhu Homes, Inc. J1047106 A14 California 1 1 113014822 Job Reference (optional) The Truss Comp y (Sumner), Sumner, WA - 98390, .2-0.0 6-1-0 2-0-0 I 6-1-0 4x12 8.320 s Oct 92019 MiTek Industries, Mc, Tue Oct 1513:37:49 2019 Page 1 ID:IBgY2rt58Wc8C8FFjG3Pd6yVTLk-b4z12cxLXU6b17UIsveDDmaL3XYJoZ8WUu9U67yT980 20-0-0 31.6-12 11-7-8 17-2-0 1777b170 24-9-15 5-6-8 5-6-8 0.6.0 2-4-0 4-9-15 3xSMT18/-S 7- 1.5x4 Q 31 5x16 5x8 = 8 6.00 12 3x4 II 2 23 36 37 22 21 20 38 3x4 = 3x12 MT20HS = 4x4 = 5x8 = 33 4x4 29-7-13 4-9-15 19 18 4x4 = 4x12 M118HS = 1-1-1] I 5-4 0-5-11 36-3-11 4-8-15 10x12 MT18HS 5x8 = 17 16 4x4 II 3x4 = 1.5x4 12 41-6-0 (43-6-0 5-2-5 2-0-0 15 4x12 8-10-4 17-2-0 17tt8 24-9-15 29-7-13 31-6-12 41-6-0 I 8-10-4 8-3-12 D-6- 7-1-15 ] 4-9-15 i-10-15I 9-11-4 Plate Offsets (X,Y)— [2:0-0-15,Edge], [5:0-1-8,0.1-8], (60-8-0,0-1-0), [6:0-0-6,0-1-11), [7:0-0-6,0-1-11), [8:0-4-0,0-1-8), [9:0-1-8,0-1-e), [10:0-6-4,0-2-0], [11:69-3,Edge), [13:0-0-15,Edge), [17:0.1.8,0-1-12], (190.1-12,0-1.12],[21:0.40,0.2-0422:0.1-12,0-2-0], 123:0-1.12,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow,-25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC201517PI2014 CSI. TC 0.83 BC 0.82 WB 0.85 Matrix-MSH DEFL. in (loc) I/den Lid Vert(LL) -0.41 22-23 >999 360 Vert(CT) -0.70 22-23 >711 240 Horz(CT) 0.25 13 n/a n/a PLATES GRIP MT20 185/148 MT20HS 165/146 MT18HS 185/148 Weight 230 lb FT = 20/5 Scale = 1:84.9 LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr*Except* TOP CHORD Structural wood sheathing directly apppied or 2-2-0 oc punins, except 6-7,7-8,10-11: 2x4 HF No.2, 11-14: 2x4 DF 2400F 2.0E 2-0-0 oc purlins (2-2-0 max.): 6-7, 10-11. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except` WEBS 1 Row at midpt 5-22, 7-21, 9-21, 10-19 5-22,6-22,7-21,8-21,9-21,9-19: 2x4 HE No.2 WEDGE Len: 2x4 SP No.3 , Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=2452/0-5-8, 13=2452/(0-5-8 + bearing block) (req. 0-5-9) Max Horz 2=-128(LC 15) Max Uplift2=-149(LC 10), 13=-158(LC 11) Max Gray 2=3193(LC 35), 13=3386(LC 35) FORCES, (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5996/234, 3-5=-5513/222, 5-6=4259/184, 67=3616/187, 7-8=3974/226, 8.9=-3556/195, 9-10=-4782/206, 10-11=-5203/237, 11-12=-5403/218, 12-13=-6063/269 BOT CHORD 2-23=-258/5258, 22-23=162/4480, 21-22=-54;3616, 19-21=-24/4198, 17-19=-76/5164, 16-17=-61/4721, 13-16=167/5302 WEBS 3-23=-694/124, 5-23=-22/699, 5-22=-1252/159, 6-22=-38/878, 7-21=-1238/133, 8-21=-153/2734, 9-21=-1730/167, 9-19=-39/1069, 10-19=-13871129, 10-17=-1353/64, 11-17=-78/1429, 11-16=0/451, 12-16=-683/121 NOTES- (14) 1) 2x4 DF No.18Btr bearing block 12" long at jt. 13 attached to font face with 2 rows of 10d (0.1315(3") nails spaced 3" o.c. 8 Total fasteners. Bearing is assumed to be HF No.2. 2) Wind: ASCE 7.10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pf=25.0 psf (nal roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this desigr. 5) This truss has been designed for greater of min roof live Toad of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding, 7) All plates are MT20 pates unless otherwise indicated. 8) The Fabrication Tolerance at join( 11 = 16% 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, with BCDL = 7.opsf. 11) All bearings are assumed to be HF No.2 crushing capacity cf 405 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 149 lb uplift al joint 2 and 158 lb uplift at joint 13. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) All dimensions given in feet -inches -sixteenths (FFIISS) format. WARNING - Verify design peremeters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MY-7473 BEFORE USE. T'designonly parameters shown, and r n individual b ildi com ent. Design valid for use only with MiTek connectors. his is based o y upon pa amaze s sno , a s for abuilding component, Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure Stability during construction is the responsibillhy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Duality Criteria, DSB89 end BCSI1 Building Component Safety Ibfotmalion available from Truss Plate Institute, 583 Donofrio Drive, Madison, WI 53719. October 16,2019 theTRUSSco. INC, Job Truss ITruss Type Qy Ply Sidhu Homes, Inc, J1047106 A15 Roof Special 1 1 113014823 Job Reference (optional) The Truss Company (Sumner), -2-0-0 2-0-0 I 4x10 Sumner, WA- 98390, 6-9-0 6-9-0 3x8 MT18HS 4 2 12-11-8 6-2-8 6.00 3 3x4 11 19-2-0 2 6-2-8 8.320 s Oct 92019 Mirek Ind ustnes, Inc. Tue Oct 15 13:37:51 2019 Page 1 ID:1BgY2r158VVc8C6FFiG3Pd6yVTLk-XT5nTlyb35MJ_Rd6_KghtElfiwLErGTFpyCebB7yT98_ -41 2543-0 31-0-0 33-0-0 , 36-11-12 , 41-6-0 4360 -2-0 5-4-0 5-4-0 2-0-0 3-11-12 4-6-4 2-0-0 5x10 = 6x6 = 6 7 4x4 8 b b 6x8 MTIOHS 32 5x8 = 21 33 34 19 35 16 20 18 17 15 14 3x4 II 4x8 = 4x4 = 1.5x4 II 4x8 3x8 = 4x12 MT18I-IS 4x4 li 1.5x4 11 4x12 9-10-4 19-2-0 20-4 -q 25-8-0 31-0-0 ,33-0-0 41-6-0 9-10-4 9-3-12 5-4-0 5-4-0 2-0-0 8-6-0 Scale = 1:82 0 01 12 Plate Offsets (X,Y)-- [2:0-0-11,Edge), [5:0-143,0-1-8], [7:0-3-8,0-2-4j, [8:0-1-8,0-1-12), [9:0-2-12,0-3-0], [10:0-5-0,0-2-0), [12:0-0 15,Edge], [14:0-4-0,0-1-81 [17:0-1-12,0-1-12], (18:0-1-12,01.12), [21:0-1-12,0-1-8) LOADING (psf) TCLL 25.0 (Roof Sncw=25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2015/TPI2014 CSI. TC 0.94 BC 0.83 VVB 0.88 Matrix-MSH DEFL. in (loc) 1/dell Ltd Vert(LL) -0.41 20-21 >999 360 Vert(CT) -0.69 20-21 >727 240 Horz(CT) 0,24 12 n/a n/a PLATES GRIP MT20 185/148 MT18HS 185/148 Weight 226 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.18.0tr •Except" TOP CHORD Structural wood sheathing directly applied, except 6-7,9-10: 2x4 HF No.2 2-0-0 oc purlins (2-4-8 max.): 6-7, 9-10. BOT CHORD 2x4 DF No.18.Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *ExceptWEBS 1 Row at midpt 5-20, 7-20,6-18, 9-17 5-20,6-20,7-20,7-18,8-18: 2x4 HF No.2 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 2=2452/0-5-8, 12=2452/0-5-8 Max Horz 2=127(LC 10) Max Uplift 2=-144(LC 10), 12=-157(LC 11) Max Gray 2=3082(LC 33), 12=3320(LC 33) FORCES, (lb) - Max. Gomp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 2-34-5735/222, 3-5=-5237/208, 5-6=-3871/183, 6-7=-3244/176, 7-8=-3845/186, 6-9=-4895/207, 9-10=-4602/216, 10-11=-5362/221, 11-134-5946/261 BOT CHORD 2.21=-240/5024, 20-21=132/4200, 18-234-5/3238, 17-18=-16/4292, 15-17=-100/5396 14-15=-100/5398, 12-14=-165/5201 WEBS 3-21=-736/142, 5-21=-25/735, 5-20=-1377/174, 6-20=-61/1127, 7-2-257/358, 7-18=-129/1332, 8-18=-1729/171, 8-17=-31/991, 9-17=-1422/128, 9-14=-1784/60, 10-14=-44/1955, 11-14=-609/102 NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8ps1; BCDL=4.2psf; h=25IT 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=1.80 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 ot 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 144 Ib uplift at joint 2 and 157 lb uplift at joint 12. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. October 16,2019 - V end READ NOTES ON THIS AND INCLUDED MITE/0 REFERENCE PAGE MII7:473 BEFORE Design valid for use only with MiTek connectors. This design is based only upon parameters shciwn, and is for en individual budding component. Applicability of design pararnenlers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construdion is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of Inc building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and brEcing, consult ANSVIPl1 Quenty Criteria, DSB-89 end BCSI1 Building Component Swisiy Information available from Truss Plate Institute, 582 D'Onotrio Drive, Madison, WI 53719. theTflUSSco INC. Job (Truss J1047106 IA16 Truss Type California Oty Ply Sidhu Homes, Inc. Job Reference (oplional) 113014824 The Truss Compahy (Sumner), Sumner, WA- 98390, 2-0-0 . 1- 2-0-0 3,00 = 6-11-5 6-11.5 ) 3x4 II 13-4-3 19-9-0 6-4-13 6-4-13 6.00 2— 8.320 s Oct 92019 MrTek Industries, Inc. Tue Oct 15 13:37:52 2019 Page 1 ID:IBgY2r158Wc8C8FFjG3Pd6yVTLk-?ff9gezDOPUAcbCKY1 BwgPCp?IXo?w2yBs08iSyT97z 356.12 I 26-8-7 ( 33-7-13 35-1.1 1 41-6-0 143.6.0 6-11-7 6-11-7 1-54 5-11-4 l 2-0-0 D-5-11 6x6 = 6 26 15 29 30 17 16 14 4x4 = 3x12 MT2OHS = 4x6 = 4x8 = 8-9-13 19-9-0 26-8-7 33-7-13 I 8.9-13 10-11-3 6-11-7 { 6-11-7 6x10 MTIBHS = 5x10 = 13 12 4x5 1.5x4 II 2 13 5x10 1 Plate Offsets (X,Y)-- [2:0-10-8,0-1-2], (5:0-1-12,0-2-1 [7:0-1-12,0-1-12), [8:0-7-0,0.2-0], [9:47-4,Edge], [10:0-5-7,0-2-0], (13:0-1-8,0-1-12), (16:0-4-0,0-1-12), [18:0- LOADING (psf) TCLL 25,0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Cade IRC2015/TP12014 CSI, TC 0.98 BC 0.90 WB 0.84 Matrix-MSH DEFL. in. (loc) 1/dell Ud Vert(LL) -0.51 16-18 >984 360 Vert(CT) -0.90 16-18 >556 240 Horz(CT) 0.20 10 n/a n/a 6,0.1.8) PLATES GRIP M720 185t148 MT2OHS 165/146 MT1BHS 185/148 Weight 1991b FT=20% LUMBER. BRACING - TOP CHORD 2x4 DF No.t&Btr •Except- TOP CHORD Structural wood sheathing directly applied, except 6.8,9.11: 2x4 DF 2400F 2.0E, 8-9: 2x4 HF No.2 2.0.0 oc pudins (2-0-9 max.): B-9. BOT CHORD 2x4 DF No.18Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No.2 'Except' WEBS 1 Row at midpt 5-16, 7-16,i3-14 3-18,7-14,8-13,9-13,9-12: 2x4 HF Stud WEDGE Right 2x6 SP No.2 REACTIONS. (lb/size) 2=2452/0.5-8, 10=2452/0-5-8 Max Horz 2=130(LC 10) Max Uplift 2=-147(LC 10), 10=-159(LC 11) Max Gray 2=2452(LC 1), 10=3010(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4339/216, 3-5=-4043/237, 5-6=-2856/194. 6-7=-3025/183, 7-8=-4498219, 8-9=-5644/278, 9-10=-5324/244 BOT CHORD 2-18=-238/3768, 16-18=-139/3062, 14-16=-36/3865, 13-14=-167/5563, 12-13=•140/4638, 10-12=-139/46-48 WEBS 3.18=-558/144, 5-18=-50/809, 5.16=-1149/188, 6-16=-82/1887, 7-16=-1890/199, 7-14=-6/823, 8-14=-1847/143,8-13=-1656/106, 9.13=-63/1956 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; M WFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,80 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (hal 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 limes Bat roof load of 25.0 psf on overhangs non -concurrent with other five loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) The Fabrication Tolerance at joint 9 = 18% 8) This buss 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.Opsf. 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 147 lb uplift at joint 2 and 159 lb uplift at joint 10. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. Scale = 1:84.4 October 16,2019 A WARNING - Ve t5, aesigrt perernefers end READ NOTES ON THIS AND INCLUDE© M/TEK REFERENCE PAGE M71-7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilrly of the erector, Addiional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualify control, storage, delivery, erection end bracing, consult ANSVIPII Quality Criteria, DSB-89 and BCSI1 BuilOng Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 15 Job Truss Truss Type Q P5' Sidhu Homes, Inc. J1047106 A17 California 1 1 113014825 Job Reference (optional) ne 1 MSS company umner umner, W902>8, 6x6 = 16 3,02 MT2OHS II 8-0-4 8-0-4 6.00 112 15 3x8 = 15-9-0 7-8-12 5x8 14 4,48 = 8.320 s Oct 92019 MiTek Industries, Inc. Toe Oct 15 13:37:54 2019 Page 1 ID:1BgY2r156Wc8C8FFjG3Pd6yVTLkx2mw5VUL1kuruMjfSEOWqHAnYEpTqXFeAlFnKyT97x 33-6-12 21-0-10 264-3 31-7-13 37-6-0 39-6-0 5-3-10 -5.4 2-0-0 22 4x4 23 4 4x6 5 26 13 27 12 4x8 4x4 24 588 MT18HS = 8x10 11 10 4x5 4x6 = 4x12 23-9-12 31-7-13 3-6-12, 37-6-0 8-0-12 7-10-1 4-10-15 3-11-4 Scale = 1:75.3 e X Y 10-3-4,Ed 2-0-1-12,0-1-8 C- 5:0- -0,0-1-12 6: 0,0-3-0),17:0-4-10,Edgel, [8:0-4-3,0-1-10j, [10:0-2-12,0-1-8], (11:01-12,0-1-14 [12:0-1-8,0-1-8], 115:0-2-8,0-1,8) LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 TC 0.90 Lumber DOL 1.15 BC 0.66 Rep Stress I ncr YES VVB 0.84 Code IRC20157P12014 Matrix-MSH DEFL. in (lot) l/defl Ud Vert(LL) -0.31 12-14 >999 360 Vert(CT) -0.58 11-12 >771 240 Horz(CT) 0.13 8 n/a n/a PLATES GRIP MT20 185/148 MT2OHS 139/111 MT18HS 185/148 Weight 188 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 2400F 2.0E 'ExceptTOP CHORD Structural wood sheathing directly ?poled or 2-2-0 oc purtins, except end verticals, 6-7,7-9: 2x4 HF No.2 and 2-0.0 oc puffins (2-8-9 max.): 6-7. BOT CHORD 2x4 HF No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 8-13: 2x4 DF No.18atr WEBS 1 Row at midpt 2-14, 4-14 WEBS 2x4 HF Stud *Except' 2-14,3-14,4-14,4-12,1-15: 2x4 HF No.2 WEDGE Right: 2x6 SP No.2 REACTIONS. (lb/size) 16=2031/0-5-8, 8=2231/0-5-8 Max Horz 18=-146(LC 15) Max Uplift 16=-91(LC 10), 8=-155(LC 11) Max Gray 16=2031(LC 1), 8=2743(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2599/126, 2-3=-2310/185, 3-4=-2364/174, 4-5=-4005/241, 5-6=-6520/361, 6-7=-4060/220, 7-8=-4664/231, 1-16=-1976/120 BOT CHORD 14-15=-98/2196, 12-14=-0/2927, 11-12=-98/4078, 10-11=-214/5851, 8,10=-142/4059 WEBS 2-15=-447/84, 2-14=-535/142, 3-14=-86/1496, 4-14=-1635/181, 4-12=-82/1406, 5-12=-1352/165, 5-11=-140/2238, 6-11=-1426/148, 6-10=-2581/103, 7-10=-67/1833, 1-15=-47/2150 NOTES- (12) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8ps1; BCDL=4.2ps1: h=25ft; Cat. II; Exp B, Enclosed; MVVFRS (envelope) gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber D0L=1.60 plate grip OOL=1.60 2) TCLL: ASCE 7.10; P1=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min 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 91 lb uplift at joint 16 and 155 lb uplift at joint 8. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. October 16,2019 WANNFNG - Velffy deslgn parameters and READ NOTES ON TN1S AND INCLUDED MITEK REFERENCE PAGE 11(11-7473 BEFORE USE, Design valid for use only iwith MiTek connectors. This design is based only upon parameters shown, and is fOr an individual building component. Applicability of design pararnenters and proper incorporation 01 component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillily of the erector. Additional permanent bracing of the overall structure is the responsibility ofthe building designer. For general guidance regarding fabrication, quality control, storage, delivery, ereclion and tore:ing, consult ANSMI1 Quality Criteria, DSB-89 end BCSI1 Budding Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. the UM: INC Job !Truss Truss Type J1047106 A18 California Girder Ply 1 Sidhu Homes, Inc. Job Reference (optional) 113014826 The Trus Compa (Sumner), Sumner, WA 98390, 6x6 = 22 4x5 8-9.4 8-0-4 6.03 112 3x4 25 2 15-60 7-8-12 13.320 s Oct 92019 MiTek Inclustnes, Inc. Tue Oct 1513:37;56 2019 Page 1 ID:1BgY2rt58Wc8C8FF)G3Pd6yVTLIA-uQugVV?Okte_b5CVV6ntGs2FMWAMufxmPY5TMLrOyT92v 34-7-135-6-12 20-2-11 24-67 4-5-11 4-5-11 5o8 = _QD 4x4 4 28 19 21 20 18 4x6 4x8 4x8 = 4x4 ! I 8-0-4 15-9-0 20:2-1111 8-0-4 7-0-12 45 26-11-12 5-9-1 4x4 29-2-2 4-5.11 I 32-121°4 33-7-73 1,03-V111 1-716;-°4 32%6".k? 0-5-4 0-5-11 5x6 VVB 1.5x4 // 6x8 6 7 Eo10MT18HS = 27 7x8 = 9 17 16 5x6 II 4x4 = 1 6,03 2x4 5x8 =.4x10 35-612 34-7-13 2;-2-2-2 33-7-13 - 34-01 (11I '1- 37114 6--,°I 0-1-0 0-10-15 rn 1cl Scale = 1:83,0 Plate Offsets (X,Y)- [1:0-3-4,Edge(, [2:0-1-12,0-1-8], (4:0- [18:0-2-0,0-1-14 (21:6-2-0,0-2-0] ,0-1-12], [50-1-0,0-1-8], [80-3-0,0-2-4], ]9:0-4-0,Edge], [10:0-5-3,Edge], [11:0-3-11,0-1-14], [14:0-3-8,0-2-8], [15:0-2-0,0-2-12], [17:0-3-12,0-2-0], LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 051, TC 0.90 BC 0.97 VVB 0.69 Matrix-MSH LU M BER- TOP CHORD 2x4 DF 2400F 2.0E *Except 3-6,10-12: 2x4 HF No.2, 9-10: 2x4 DF No.1&Btr BOT CHORD 2x6 OF SS WEBS 2x4 HF Stud *Except* 2-20,3-20,4-20,4-18,8-15,10-14,1-21: 2x4 HF No2 OTHERS 2x4 HF Stud REACTIONS, (lb/size) 22=2031/0-5-8, 11=2231/0-5-8 Max Harz 22=-147(LC 11) Max Uplift 22=-91(LC 10), 11=-155(LC 11) Max Gray 22=2031(LC 1), 11=2705(LC 31) DEFL. in (loc) 7/dell Ud VertiLL) -0,39 15-16 >999 360 Vert(CT) -0.73 15-16 >613 240 Horz(CT) 0.09 11 Nanla PLATES GRIP MT20 185/148 MT18HS 185/148 VVeight 224 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-5 oc audios, except end verticals, and 2-0-0 oc putt ns (2-3-6 max): 9-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 15-16. WEBS 1 Row at midpt 2-20, 4-20, 5.18 FORCES. (lb) • Max Comp./Max. Ten. - Ali forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2622/125, 2-3=-2316/187, 3-4=-2247/179, 4-5=-3129/198, 5-7=-4951/270, 7-8=-5210/268, 8-9=8957/437, 9 10- 6326/306, 10-11=-4576212, 1-22=-1964/116 BOT CHORE) 20-21=-98/2217, 18-20=0/2670, 17-18=-62/3693, 18-17=-150/4685, 15-16=-215/5635, 14-15=-346/8325, 13-14=-171/4508, 11-13=-153/4253 WEBS 221=-451/87, 2-20--542/139, 3-20=-96/1524, 4-20=-1480/160, 4-18=-61/1110, 5-18=-1595/152, 5-17=-74/1530, 7-17=-657/98, 8-15=-152/3285, 9-15=-2161/138, 9-14=-2795/126, 10-14=-135/2895, 10-13=-883/61, 1-21=-41/2143, 8-16=1229/85 NOTES- (13) 1) Wind: ASCE 7-10; Vu8=110mph (3-second gust) Vasc)87mpfi 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; Pop 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 (425.0 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 at joint 10 = 8% 8) Tits truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7,0psf. 10) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 11) Provide mechanical connection (by others) of truss to beafinc plate capable of withstanding 91 Ib uolift at joint 22 and 155 lb uplift at joint 11. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the lop andlor bottom c(1ord. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. October 16,2019 V One/READ NOTES ON 1111S .4N K REFERENCE PAGE Uii-7473 BEFORE U$E. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramertiers end proper incorporation of component is responsibility of building designer not truss designer, Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of Me erector. Additional permanent bracing of the overall structure is the responsibility ot the building designer. For general guidence regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSPTP11 Quality Criteria, DSB-89 and BC5I1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco, INC. Job Truss Truss Type J1047106 A19 Common Qty Ply Sidhu Homes, Inc 1 1 Job Reference (optIonal) The Truss Compihy (Sumner), Sunlner, WA 98390, 1 6x6 = 3x4 II 8-0-4 8-0-4 6.00 112 15-9-0 7-8-12 5x8 = 18 11 10 4x5 = 3x8 = 8-0-4 15-9-0 1 1 8-0-4 7-8-12 8320 s Oct 92019 MiTek Industries, Inc, Tue Oct 151337:57 2019.Page 1 ID:16gY2r158Wc8C8FFiG3Pd6yVTLIc-MdS2kL1Mey6S1M51Kbn5XSvgjmHbgGMiK75e0fyT97u 22-1-13 28-6-11 35-3-0 6-413 6-4-13 6-8-5 3x4 4 919 20 3x8MT1BHS 26-3-8 10-6-8 3x5 3x4 = 1.5x4 // 35-3-0 8-11-8 4x8 Scale = 1;65.0 1 7 Plate Offsets (X,Y)- [1:0-3-4,Edge], [2;0-1-12,0-1-8], [4:0 1 8,0 1 8], [7 0-1-5,0-1-12),18:0-1-12,0-1-8], [11:0-1-12,0-1-8] LOADING (psf) SPACING- 2-0-0 TOLL 25.0 Plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 TCDL 22.5 Rep Stress Incr YES BCLL 0.0 * Code IRC2015TTP12014 BCDL 7-0 LU MBER, TOP CHORD 2>t4 HF No.2 'Except' 1-3: 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF No.18Btr WEBS 2x4 HF No.2 'Except' 2-11,6-8,1-12: 2x4 HF Stud WEDGE Right: 2x4 SP No.3 REACTIONS. (Ib/size) 12=1913/0-5-8, 7.1913/Mechanical Max Horz 12=-126(LC 8) Max Uplift 12=.91(LC 10), 7=-111(LC 11) CST TC 0.93 BC 0.80 VVB 0.45 Matrix-MSH DEFL. in (Ioc) 1/dell Ltd Vert(LL) -0.40 8-10 >999 350 Vert(CT) -0.68 8-10 >621 240 Horz(CT) 0.08 7 nia n/a PLATES GRIP MT20 1851146 MT181-IS 220/195 Weight 163 lb 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. WEBS 1 Row at midpt 2-10, 4-10 FORCES. (lb) - Max. Comp./Max. Ten. - All torceS 250 (lb) or less except when shown. TOP CHORD 1-2=-2425/126, 2-3=-2094/172, 3-4=-2053/156, 4-6=-3194/221, 5-7=-3533/212, 1-12=-1856/119 BOT CHORD 10-11=-112/2040, B-10=-27/2381, 7-8=-131/303B WEBS 2-11=-416/80, 2-10=-540/147, 3-10=-62/1151, 4-10=-1048/186, 4-8=-44/713, 6-8=-5216/145, 1.11=-47/1987 NOTES- (10) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; 7CDL=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 (ad roof snow); Category II; Exp B. Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are M720 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live bad of 23.0pst on the58 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) 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 91 Ib uplift at joint 12 and 111 lb uplift at joint 7. 10) All dimensions given in feet -inches -sixteenths (FFIISS) formal. October 16,2019 WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED All TEK REFERENCE PAGE 981-7473 BEFORE USE Design valid for use only with MiTek connectors, This design is based only upon parameters shown, and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary tracing to insure stability during construction is the responsibility of the efeclor. Additional permanent bracing of the overall structure is the responsibility ol the budding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection end bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 DOnotrio Drive, Madison, WI 53719. Job Truss Truss Type Oly Ply Sidhu Homes, Inc. J1047106 A20 common 1 1 113014828 Job Reference (optional) The Truss Company (Sumner), 3x4 II Sumner, WA- 98390, 8-0-4 8-0-4 6.00 112 4x5 = 8-0-4 8-0-4 15-9-0 7-8-12 15-9-0 7-8-12 { 5x8 = 3x8. = I 10.6,8 8.320 s Oct 9 2019 MiTek Industries, Inc. Tue 0c1 1513:37:58 2019 Page 1 ID: IBgY2rt58Wc8C8FFjG3Pd6yVTLk-gp0Qxh2'FEJKWgUuIIK4gRt2AdEPjSrZnrSw5yT971 22-1-13 28-6-11 ,� ,,,,,,,,,,,,,,, 35-6-0 37-6-0 6-4-13 I 6-4-13 I 6-11-5 ) 2.00 10 20 3x8 MT18HS = 26-3-8 3x4 - 4 3x4 1.5x4 35-6-0 9-2-8 3x10 = Scale = 1:66.3 Plate Offsets_(X,Y)-- [1:0-3-4,Ed e], [2:0-1.12,0=1-8], [4:0-1-8,0-11 LOADING (psi) TCLL 25.0 (Root Snow=25.0) TCDL 22,5 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inv YES Code IRC2015/1'PI2014 10-8 0-1-2 0-1-12 0-11, [12:0-1-12,0-1-8] CSI. TC 0.88 BC 0, 77 WB 0.46 Matrix-MSH DEFL. in (lot) Weft Ltd PLATES GRIP Vert(LL) -0.39 9.11>999 360 MT20 185/148 Vert(CT) -0.64 9-11 '660 240 MT18HS 220/195 Inorz(CT) 0.08 7 We n/a Weight 1671b FT=20%a LUMBER - TOP CHORD 2x4 DF 2400F 2.0E `Except' 3-5: 2x4 DF No.1&Btr, 5-8: 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr WEBS 2x4 HF No.2 `Except* 2-12,6-9,1-13: 2x4 HF Stud REACTIONS. (Ib/size) 13=1921/0-5-8, 7=2122/0-5-8 Max Horz 13=-146(LC 15) Max Uplift 13=-90(LC 10), 7=-142(LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-11, 4-11 FORCES. (Ib) - Max, Comp,/Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD l-2=-2437/126, 2-3=-2107/171, 3-4=-2068/156, 4-6=-3262218, 6.7=-3604/209, 1-13=-1865/119 BOT CHORD 11.12=-98/2051, 9-11=-7/2410, 7-9=-101/3112 WEBS 2.12=417/80, 2-11=-547/148, 3-11=-62/1180, 4-11=-1072/186, 4.9= 41/769, 6-9=-55'31143. 1-12=-47/1998 NOTES- (10) 1) Wnd: ASCE 7.10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2ps1', 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 (Bat 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 Bat roof load of 25.0 psf on overhangs non -concurrent with other live (dads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed fora 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 DoYarr 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 Dearing plate capable o1 withstanding 90 Ib uplift at joint 13 and 142 Ib uplift at joint 7. 10) All dimensions given in feet -inches -sixteenths (FFIISS) formal. October 16,2019 V ''KREFERtzNCE PAGE MO-7473 BEFORE USE Design valid for use only with MiTek connectors. This design i5 based only upon parameters shown, and is for an individual building component. Applicability of design peramenters and proper incorporation of component is responsibility of building designer- not truss designer, Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanerx bracing of the overall structure is the responsibility of the building designer. For general guidance regarofing fabrication, quality control, storage. delivery, erection and bracing, consult ANSI/TPII ()utility Criteria, DSB-B9 and BCSI1 Building Component Seto/ Intonation available from Truss Plate Institute, 583 D'0rrofrio Drive, Madison, WI 53719. theTRUSSco, INC, Job Truss Truss Type Oh/ Ply Sidhu Homes, Inc. J 1047106 1 California 1 1 113014829 Job Reference (optional) The Truss Company (Sumne [ 6x8 5 4x8 MT18HS I I Sumner, WA- 98390, 6-9-13 6-9-13 6-9-13 6-9-13 6.00 112 3x4 2 14 5x6 8.320 s Oct 9 2D19 MiTel Industries, Inc. Tue Oct 15 13:37:59 2019 Page 1 ID:IBgY2rt58Wc8C8FFjG3Pd6yVTLk-I?ap812cAZMAygEgS0pZdl_1 tZvR88F_oRaOSYyT97s 13-5-4 14i•0,,0 17.7.1 18-10-112 23-9-1 29-4-4 35-6-0 37 6.0 6-7-7 0-6i12 3-7-1 0-5-11 5-8-5 5-7-4 { 6-1-12 t..2-0-0 20 3x4 13-5-4 18-0-12 6-7-7 4-7-6 5x8 5x8 21 _ 2.4 23 3x4 I I 5 24 13 20 12 11 27 28 10 3x12 MT2OHS = 3x8 = 3x4 = 4x6 1,5x4 ii 6 26-6-11 35-6-0 8 5 15 8-11-5 25 5x10 Scale 1:65.1 Plate Offsets (X,Y)-- [1:Edge,0-2-3[, [2:0-1-12,0-1 LOADING (psf) TCLL 25.0 (Roof Snovr-25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 2-4L [4.0.3-8,0-2-4], [5:0-1.8,0-1.8j, [8: SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015rTP12014 CSI. TC 0.94 BC 0.96 WB 0.62 Matrix-MSH 7,0.2-0], [10:0-1.12,0.1-8], [14:0-1.12,0-2-4]� DEFL. in (loc) 1/deft Lid Vert(LL)-0.3010-12 >999 360 Vert(CT) -0.50 10-12 >851 240 Horz(CT) 0.15 8 n/a nla PLATES GRIP MT20 165/148 MT2OHS 139/111 M'f1BHS 185/148 Weight 1791b FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins 1-3: 2x4 DF 24o0F 2.0E, 4-6: 2x4 DF No.1&Btr (2-6-3 max.): 3-4. BOT CHORD 2x4 HF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 x bracing, Except: 8-11: 2x4 DF No.1&Btr 2-2-0 oc bracing: 10-12. WEBS 2x4 HF No.2 *Except* WEBS 1 Row at midpt 2-13, 5.12 2-14,5-10,7-10:2x4 HF Stud WEDGE Right: 2x6 SP No.2 REACTIONS. (Ib/size) 15=2145/0-5-8, 8=2333/0-5-8 Max Horz 15=-132(LC 15) Max Uplift 15=-148(LC 10), 8=-188(LC 11) Max Gray 15=2805(LC 29), 8=2066(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1.2=-3459/196, 2-2>-3292/234, 3-4=-2956/268. 4-5=-3502/271, 5-7=-4791/306, 7-8=-52721318, 1.15=-2756/169 BOT CHORD 13-14=-157/2934, 12-13=-90/2749, 10-12=-110/3835, 8-10=-204/4610 WEBS 2-14=-799/103, 2-13=-309/182, 3-13=-74/321, 3-12=100/596, 4-12=-110/762, 5-12=-1270/169, 5-10=-18/698, 7-10=-692/126, 1-14=-1282952 NOTES- (13) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2ps1; h=25f:; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL= i.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; P1=25.0 pst (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 limes flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) 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 146 Ib uplift at joint 15 and 188 Ib uplift al joint 8. 11) Graphical purlin representation does not depict the size or th=_ 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) 110 Ib down and 47 Ib up at 15-9-0, and 484 Ib down and 135 Ib up at 17-6-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feat -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead * Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ptf) Vert: 1-3=-95, 3-4=-95, 4-9=-95, 15-16=-14 Concentrated Loads (Ib) Vert 21=-49 22=-385 October 16,2019 ARNING - Verfy design peremerers end READ NOTES ON THISAND INCLUDED MITEK REFERENCE PAGE Mn-7473 BEFORE USE. only with MiTek connectors, This design is based only upon parameters shown, and is for an individual building component Applicability of design pararnenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 end BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Dnofrio Drive, Madison, WI 53719. Job J1047106 Truss Type California Sidhu Homes, Inc. 113014830 Jab Reference (optional) The Truss Company (Sumner), Sumner, WA- 98390, 5-9-13 5-9-13 6x6 i 20 1 6.00 112 3x4 i 2 8.320 s Oct 92019 MiTek,Industd es, Inc. Tue Oct 15 13:38:01 2019 Page 1 Y2r158We8C8FFjG3Pd6yVTLk-E0hZZj4tiAcu6z03ZQs1 i13N7Nbrc2LHF136X0yT97q 11-5A 1 Q 15-9-0 19-7-1 20nt}-12 25-1-1 r 30-0-4 t 35-6-0 -__ 37-6-0 5-7-7 0 6 1 3 9 0 3-10-1 1 5.0.5 4-11 4 5-5-12 H 2-00{ 5x8 3x4 = 3 2 22 — 4 24 5x8 2 5 3x4 6 3o6 MT18HS 26 7 1.5x4 // 8 Scale 1:66.0 27 9 16 15 14 25 13 12 11 3x8 MT16HS I1 5x6 — 3x8 = 4x8 3x4 5x10 3x8 = 5-9-13 11-5A 20-0-12 27-6-11 35-6-0 5-9-13 5-7-7 8-7-8 7-5-15 7-11-5 Plate Offsets (X Y)-- [1:Edge.0-1-12], [2 0-1-12 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 1-8 8,0-2-8],[5:0-3-12,0-2.81, [6:0-1-12,0-1-8], ]9:0-5-7,0-2- J,j15,0-1.12,0-2.8] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI, TC 0.89 BC 0.97 WB 0.58 Matrix-MSN DEFL. in (loc) I/dell Lid Vert(LL) -0.37 12-14 '999 360 Vert(CT) -0.59 12-14 > 721 240 Horz(CT) 0.15 9 n/a n/a PLATES GRIP M T20 185/148 MT18HS 185/148 Weight' 1771b FT = 20% LUMBER. BRACING - TOP CHORD 2x4 HF No.2 *Except' TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins 1.3: 2x4 DF No.1&Blr (2-2-0 max.): 3-5. BOT CHORD 2x4 DF No,18Btr *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 13-16: 2x4 HF No.2 2-2-0 oc bracing 12-14. WEBS 2x4 HF No.2 *Except WEBS 1 Row at midpt 4-14, 4-12, 6-12 2-15,6-12,6-11,8-11,1-16: 2x4 HF Stud WEDGE Right 2x6 SP No.2 REACTIONS. (lb/size) 16=214810-5-8, 9=2290/0-5-8 Max Harz 16=-121(LC 8) Max Uplift 16=-154(LC 10), 9=-188(LC 11) Max Gras 16=2701(LC 29), 9=2821(LC 29) FORCES. (Ib) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.2=-3159/198, 2-3=-3203/242, 3-4=-2688/240, 4-5=-3017/267, 5.6=-3548/275, 6-8=-4693/309, 9-9=-5156/319, 1-16=-2655/175 BOT CHORD 14-15=-155/2687, 12-14=-133/3057, 11-12=-128/3796, 9-11=-211/4502 WEBS 2-15=-902/97, 2-14=-131/281, 3.14=-48/774, 4-14=-859/139, 4-12=-351/234, 5.12=55/1012, 6-12=-1128/148, 6-11=-24/627, 8-11=-640/112, 1-15=-1432768 NOTES- (13) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph: TCDL=4.8psf; BCDL=4.2pst; h=25ft; Cat. II; Exp 8; Enclosed; M WFRS (envelope) gable end zorre; 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 est (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 est on overhangs non-conwmenl with other live loads. 5) Provide adequate drainage to prevent water pondin9. 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 = 7.0pst. 9) All bearings are assumed t0 be HF No.2 crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1541b uplift at joint 16 and 188 Ib uplift at joint 9. 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) 326 Ib down and 99 Ib up at 14-0-12, 114 Ib down and 54 Ib up at 159-0, and 1331b down and 51 Ib up at 17-4-8, and 127 Ib down and 49 Ib up at 19-6-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead F Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-95, 3-5=95, 5-10=95, 16-17=-14 Concentrated Loads (Ib) Vert: 4=-44 22=-256 24=-67 25=-28 October 16,2019 WARNING • VmKy Assign parameters and READ NOTES ON TNISAND /NCL UDED M/TEK REFERENCE PAGE M1- 473 BEFORE USE, Design valid for use only with MiTek connenors. This design is based only upon parameters Shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral suppon of individual web members only. Additional temporary bracing 10 insure stability during construction is the responsibility of the erector. Additional permanere bracing Mille overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPII Quality Criteria, DSB-89 end BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco, rrrc. iJob Truss J1047106 A23 Truss Type California I0ty Ply 1 Sidhu Homes, Inc. 113014831 The Truss ComprAny (Sumner), Sumner, WA- 98390, ( 4-9-13 9-5-4 10-0}0 4-9-13 4-7-7 0-6-12 4x4 I: 14 4x8 MT18HS = 6.00 12 3x8 7 2 9-5-4 9-5-4 5x6 3x8 = Job Reference (optional) 8.320 s Oct 9 2019 MiTek Industries, Inc. Tue Oct 15 13:38:03 2019 Page 1 ID: IB9Y2rt58Wc8C6FFjG3Pd6yVTLk-AnpJ_P67EoscCIHYShruVnj9laBKw4ttai3YDbJyT97o 21-7-1 22,0.12 28-6-11 35-6-0 137.6.0 1 5-10-1 0-541 6-5-15 6-11-5 2.0-0 5x8 13 25 12 26 11 10 3x8 = 1.5x4 II 4x8 3x8 = 15-9-0 6-3-12 22-0-12 28-6-11 6-3-12 6-5-15 t.5x4 II 35-6-0 6-11-5 5x10 Scale = 1:66.5 Plate Offsets (X,Y)- (3:0-2-0,0-2-4}_j5:0-3-80-2-8] -12 7: LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 SPACING- 2.0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina YES Code IRC2015/TPI2014 4-15,D-2-4} CS!. TC 0.76 BC 0.80 WB 0.90 Matrix-MSH DEFL. in (lot) I/deft Lid Vert(LL) -0.22 13-14 >999 360 Vert(CT) -0.42 13.14 >999 240 Horz(CT) 0.18 7 n/a n/a PLATES GRIP MT20 185/148 MT18HS 185/148 Weight 172 Ib FT = 20% LUMBER - TOP CHORD 2x4 DE 2400F 2.0E *Except 1.3: 2x4 HF No.2 BOT CHORD 2x4 HE No.2 *Except* 7-11; 2x4 DF No.1&Btr WEBS 2x4 HF Stud *Except* 4-13,4-10,6-10: 2x4 HF No.2 WEDGE Right: 2x6 SP No.2 REACTIONS. (Ib/size) 14=2178/0-5-8, 7=2322/0-5-8 Max Horz 14=-113(LC 8) Max Uplift 14=-181(LC 10), 7=-218(LC 11) Max Gray 14=2604(LC 29), 7=2841(LC 29) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-15 oc purlins, except end verticals, and 2-0-0 oc pudins (3-5-2 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-13, 4-10, 6-10, 2-14 FORCES. (Ib) - Max. Comp./Max. Ten. • All forces 250 (Ib) or less except when shown, TOP CHORD 2.3=-3098/270, 3-4=-2632/264, 4-5=-3213/337 5-6-3819/345, 6-7=-4989/372, 1-14=-332/40 BOT CHORD 13.14=-178/2382, 12-13=-214/3370, 10-12=-214/3370, 9-10=-247/4302, 7--247/4?-02 WEBS 2-13=-50/559, 3-13=-40/680, 4-13=-1160/173, 4-12=0293, 4-10=-564/118, 5-10=-21/853, 6-10=-1240/161, 2-14=-3185253 NOTES- (13) 1) Wmd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=42psf; 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 (Bat 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 toad 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 panding. 6) All plates are MT20 pates unless otherwise indicated, 7) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 23.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 9) All bearings are assumed to be HE No.2 crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 Ib uplift at joint 14 and 218 Ib uplift at joint 7. 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) 309 Ib down and 99 Ib up at 12-0-12, 501b down and 43 Ib up at 14-0-12, 89 Ib down and 54 Ib up at 15-9-0, 137 Ib down and 54 Ib up at 17-48, and 1281b down and 51 Ib up at 19-5-4, and 185 Ib down and 72 Ib up at 21-6-6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uraiform Loads (plf) Vert: 1-3=-95, 3-5=-95, 5-8=-95, 14-15=-14 Concentrated Loads (Ib) Vert: 4=-3 18=-239 21=-67 22=-61 23=-86 u UDE'l? MtiEK ftEFER£NCE`PAGE Mfl-7473 BEFQRE USE, sign valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer • not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanern bracing of the overall structure is the responsibility of the building designer. For general guidance r ard�ng fabrication, qual'ny control, storage, delivery,erection and bracing, consult ANSI/TPII Duality Criteria, DSB-89 and BC0511 Building Component Safety Information available from Truss Plate Institute, 583 D'O'nohio Drive, Madison, WI 53719. October 16,2019 theTRUSSco, INC. Job Truss Truss Type City PI y Sidhu Homes, tnc. J1047106 124 California 1 1 113014832 Job Reference (optional). The Truss Comp4ny (Sumner), 3-9-13 3-9-13 3x4 I1 15 4x8 MT18HS 6.00 112 3x8 2 5x6 3 14 4x8 12-11-6 4-11-6 1 3x4 II 8.320 s Oct 92019 MiTek Industries, Inc. Tue Oct 1513:38:06 2019 Page 1 ID:IBgY2r158Wc8C8FFjG3Pd6yVTLk-bLVScQ80XjFBHkH 1 M_RCPMnD?OISGGX0P1 nICeyT971 18-6-10 23-7-1 24-0-12 29-6-11 35-6-0 37-6-D 5-7-3 5-0-7 0-55-11 5-5-15 5-11-5 2-0-0 3x4 30 31 13 32 12 3x4 = 3x12 MT2OHS = 7-5-4 I 15-9-0 7-5-4 8-3-12 Plate Offsets (X,Y)— [3:0-2 4,0-2-8], [4:0-1-8,0-1-8], [6:0-1-12,0-2-8], [7:0-1-12,0-1-8], [8:0-0-5,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.94 BC 1.00 WB 0.78 Matrix-MSH LUMBER - TOP CHORD 2x4 OF No.1&Btr'Except` 1.3: 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud *Except` 4-14,5-11: 2x4 HF No.2 REACTIONS. (Ib/size) 15=2146/0-5-8, 8=2278/0-5-8 Max Horz 15=-104(LC 8) Max Uplift 15=-204(LC 10), 8=-239(LC 11) Max Gras 15=2460(LC 29), 8=2813(LC 29) 24-0-12 8-3-12 6x6 = 11 3x8 DEFL. in (loc) I/defl L/d Vert(LL)-0.2511-13 >999 360 Vert(CT) -0.50 11-13 >854 240 Horz(CT) 0.21 8 nla n/a 3x4 29 10 Scale= 1:64.8 4x8 -' PLATES GRIP MT20 185/148 MT2OHS 139/111 MT18HS 185/148 Weight 1641b FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins, except end verticals, and 2-0-0 oc pudins (2-2-0 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 1-4.12'ec bracing. WEBS 1 Row at midpt 4-14, 5-11, 2.15 FORCES, (Ib) - Max. Comp./Max_ Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2842/287, 3-4=-2439/275, 4-5=-3656/404, 5-6=32591382, 6-7=-3830/399, 7-94-4755/421, 1-15=-263/33 BOT CHORD 14.15=-168/2028, 13-14=-293/3540, 11-13=-307/3715, 10-11=-299/4111, 8-10=-299/4111 WEBS 2-14=-76/833, 3-14=-57/660, 4-14=-1615/223, 4-13=-13/428, 5-13=-282/94, 5-11=-978/162, 6-11=-61/1012, 7-11=-974/145, 2-194-2917267 NOTES- (13) 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=251t; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrentwith 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 Toad of 23.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7,0psf, 9) 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 204 Ib uplift at joint 15 and 239 Ib uplift at joint 8. 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) 267 Ib down and 99 Ib up at 10-0-12, 501b down and 43 Ib up at 12-0.12, 89 Ib down and 54 Ib up at 14.0-12, 89 Ib down and 541b up at 15-9-0, 891b down and 54 Ib up at 17-4-8, 126 Ib down and 54 Ib up at 19-5-4, and 128 Ib down and 51 Ib up at 21-5-4, and 1281b dawn and 72 Ib up at 23-6.6 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (p8) Vert: 1-3=-95, 3-6=-95, 6-9=-95, 15-16=-14 Concentrated Loads (Ib) Vert: 194-21724=-17 26=-56 27=-61 294-29 WARN/NG - Ve>t/y Cesigc parameters and READ NOTES ON TI- IS AND INCLUDED M/TEK REFERENCE PAGE MI1-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quarey control, storage, delivery erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. October 16,2019 theTRUSSco, irrc. Truss Truss Type A25 alifornia 0ty 1 Pty 1 Sidhu Homes, Inc. 113014833 Job J1047106 e Truss Company (Sumner), Sumner, WA 5-5-4 6.0- 10-5-11 5-5-4 0-]3-1 4-5-11 -0 5 Job Reference (optional] 8.320 s Oct 92019 MiTek Industries, Inc. Tue Oct 15 13:38:08 2019 Pege ID: IBgY2r158Wc8C8FFjG3Pd6yVTLk-XkcC169G2KVuX2RPUPUgUnsZrC_J0L Ck73G_GWyT97j 21-0-5 + 25-7-1 26 -)2 30-6-11 35-6-0 5-3-5 4-6-12 0- -11 4-5-15 4-11-5 1-5x4 II 6.00 12 1.5x4 II 3x8 = 3x6 = 2 21 _ 322_ 23 -._ 24 4 _ 25 5296 2827 29 7x8 7- 1 7 3x12 MT2OHS 1) 6x8 5x8 = 16 15 14 13 12 4x8 = 5x8 = 1.5x4 II 4x12 MT18HS = 4x8 3x4 = 5-5-4 10-5-11 15-9-0 21-0-5 26-0-12 35-6-0 5-5-4 5-0-7 5-3-5 5-3.5 1 5-0-7 9-5-4 37-6-0 2.0.0 Scale = 1:66.7 5x8 = Plate Offsets (X,Y)-- [1: Edge,0-1-12], [2:0-3-12,0-2-0], [7:0-4-12,0-2-4], [9:0-1-11,Edgej, [12.0.1.8,0-2-0], [15:0-3-0,0-2-0], [16:0-3-4,0-2-0] LOADING (psf) TCLL 25..0 (Roof Snow=-25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 SPACING. 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/1 P12014 CS', TC 0.92 BC 0.98 WB 0.97 Matrix-MSH DEFL. in (lac) I/deft Lid Vert(LL)-0.3012.14 -999 360 Vert(CT) -0.55 12-14 =771 240 Horz(CT) 0.20 9 n/a n/a PLATES GRIP MT20 1B5/148 MT2OHS 139/111 MT18HS 185/148 Weight 167 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.18,8tr TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purtins, except end verticals, BOT CHORD 2x4 HF No.2 and 2.0-0 oc pudins (2-6-3 max.): 2-7. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 17=2122i0-5-8, 9=2256/0-5-8 Max Horz 17=-95(LC 8) Max Uplift 17=-229(LC 10), 9=-280(LC 11) Max Gray 17=2348(LC 29), 9=2717(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-2763282, 2-3=-4011/439, 3-4=-4011/439, 4-6=-4499/531, 6-7= 4499/531, 7-8=-3965/452, 8-9=-4610/491, 1-17=-2306/247 BOT CHORD 15.16=-204/2490, 14-15=-431/4704, 12-14=431/4704, 11-12=280/3489, 9-11=-365/4011 WEBS 2-16=-881/131, 2-15=-246/2142, 3.15=-816/143, 4-15=-9311136, 412=-275/63, 6-12=-757/133, 7-12=-190/1422, 7.11= 16/397, 8-11=-630/174, 1-16=-225/2568 NOTES- (13) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2ps1, h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load o1 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) Ag plates are MT20 pates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrenl with any other live loads. 8) * This truss has been designed for a live load of 23.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 10) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 229 Ib uplift at joint 17 and 260 Ib uplift at joint 9. 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) 264 Ib down and 99 Ib up at 8-0-12, 50 Ib down and 43 Ib up at 10.0.12, 89 Ib down and 54 Ib up at 12.0-12, 09 Ib down and 54 Ib up at 14-0-12, 89 Ib down and 54 Ib up at 15-9.0, 89 Ib down and 54 Ib up at 17-0-8, 891b down and 54 Ib up at 19-5-4, 1261b down and 54 Ib up al 21-5-4, and 122 Ib down and 51 Ib up at 23-5-4, and 125 Ib down and 72 Ib up at 25-9-8 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) formal. LOAD CASE(S) Standard 1) Dead Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (ell) Vert 1-2=-95, 2-7=-95, 7-10=-95, 17.18=-14 Concentrated Loads (Ib) Vert: 7=-23 21=-194 26=-7 28=-58 29=-55 October 16,2019 WARNING -Veify deslpnpvramefers end READ NOTES ON 7811S AND INCLUDED MITER REFERENCE PAGE NII-7473 BEFORE USE, nbuilding component. h n isl r' ivi u u d cn one Design valid for use only with Mi7ek connectors. This design is based only upon parameters s ow , and o ennd dab g p Applicability of design parementers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing 10 insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSrPI1 Duality Criteria, DSB-89 end BCSI1 Budding Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC. Job Truss Truss Type J1047106 A26 !California Girder The Truss Cor6Pany (Sumner), Sumner, WA - 98 3-5-4 4444 8-2-10 3-5-4 0 1 4-2-10 6.00 112 5x6 - 20 3x6 II 6x9 = 13-2-14 5-0-4 1.5x4 II 4x10 Oty Ply 1 I D:I BgY2rt58 W -2 23-3-6 27-7-1 28� 1'. 314-1 1 35-6-0 37-6-0 4 5-0-44-3-11 0-5-11 3-3-15 4-1-5 2-0-0 1.5x4 II 23 ° 24 25 4. 26 27 _ 28 0 -_ 29 Sidhu Homes, 9nc. 113014834 Job Reference (optional) 8.320 s Od 92019 MiTek Industries, Inc. Tue Oct 151338:122019 Page 1 CBF Fj G3P d6yVT Lk-Q VsjtTDm6Y?K?fkAj EYced 1 E 1 pM5gykvnzE C PH yT97f 4x8 3x8 19 18 yt 35 17 36 37 38 16 3915 40 5x6 = 5x10 = JUS24 JUS24 2x4 II JUS24 5x8 MT18HS JUS24 JUS24 8x8 = JUS24 THD26-2 JUS24 7 1 _ 32 14 2x4 II JUS24 JUS24 5x10 41 4213 43 5x8 = JUS24 JUS24 3z4 12 2x4 II JUS24 44 JUS24 5x10 3-5-4 8-2-10 13-2-14 i 18-3-2 23-3-6 28-0-12 i 31-4-11 i 35-6-0 3-5-4 4-9-6 5-0-4 5-0-4 5-0-4 4-9-6 3-3-15 4-1-5 Plate Offsets (X,Y)- [1:Edge,0-2-4), [2:0-5-4,Edge), [4:0-3-0,0-2-0), [7:0-4-0,0-1-12), [8:04-80-2-Aj, [9:0-1-12,0-1-8], [10:0-3-70.301, [16:0-4-0,0-4-8], [18:0-4-8,0-2-4 [19:0-2-8,0-2-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0,0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 !-IF No.2 "Except* 2-6,6-8: 2x4 DF No.1&Btr BOT CHORD 2x6 OF SS WEBS 2x4 HF Stud `Except* 2-18,7-13: 2x4 HF N0.2 REACTIONS. (Ib/size) 20=3928/Mechanical, 10=4976/0-5-8 Max Horz 20=-85(LC 6) Max Uplifl 20=-924(LC 10), 10=-821(LC 11) Max Gray 20=4214(LC 28), 10=5333(LC 29) CSI. TC 0.97 BC 0.92 WB 0,92 Matrix-MSH Scale = 1:65.2 10 11]4 0 DEFL. in (loc) I/defl Lid Vert(LL) -0.39 16.17 >999 360 Vert(CT)-0.7416-17 >576 240 Hnrz(CT) 0,13 10 nla n/a BRACING - TOP CHORD BOT CHORD FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1.2=-4273/962, 2-3=-8448/2023, 3-4=-8448/2023, 4-5=-14818/3048, 5.7=-14818/3048, 7-8=-8955/1645, 8-9=10065/1813, 9-10=-10420/1724, 1-20=-4186/929 BOT CHORD 18-19=-876/4019, 17-18=-2890/12527, 16-17=2890/12527, 14-16=2312/12790, 13-14=-2312/12790, 12-13=-1477/9224, 10-12=-1477/9224 WEBS 2.19=-2231/549, 2-18=-1433/5693, 3.18=-702/168, 4-18=-5042/1179, 4-17=-272/541, 4-16=-119/3188, 5-16=-1003/276, 7-16=-7972508, 7-14=0/342, 7-13=-4825/1019, 8-13=-530/3362, 9-13=-530/162, 1-19=-987/4459 PLATES GRIP MT20 185/148 MT1BHS 220/195 Weight 3901b FT=20% Structural wood sheathing directly applied or 3-2-7 oc purlins, except end verticals, and 2-0-0 oc pudins (2-7-4 max.): 2-8- Rigid ceiling directly applied or 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 raw at 04.0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 04-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wnd: ASCE 7-10; Vult=l lomph (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 4) TCLL: ASCE 7-10; Pf=25.0 psf (fiat 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 fiat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' 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. 11) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 12) Refer to girder(s) for truss to truss connections. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 924 Ib uplift al joint 20 and 821 Ib uplift at joint 10. 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 & 2-10d nails into Truss) or equivalent spaced at 3-8-4 oc max. starting at 8-0-12 from the left end to 33-54 to connect truss(es) to back face of bottom chord. • 16) Use USP THD26-2 (With 18-16d nails into Girder & 12-10d nails into Truss) or equivalent at 17.4-8 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. October 16,2019 Continued on page 2 WARNING - VerHy design parameters end READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MtF74 u Design valid for use only with MiTek connectors, This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer, Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery,erection and bracing, consult ANSVTPII Duality Crttedn, DSB-89 and BC911 Building Component Sefey Infomratlan available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, Job J1047106 Truss 6 Truss Type California Girder aty 1 IP16 Sidhu Homes, Inc. 113014834 NOTES- (19) 18) Manger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 102 Ib down and 781b up al 8-0-12, 96 Ib down and 127 Ib up at 10-0-12, 78 Ib dawn and 50 Ib up at 12-012, 103 Ib down and 1751b up at 14-0-12, 109 Ib down and 198 Ib up at 15-9-0, 3851b dawn and 96 Ib up at 17-4-8, 306 Ib down and 137 Ib up at 19-5-4, 302 Ib down and 134 lb up at 21-5-4, 338 Ib down and 134 Ib up at 23-5-4, and 357 Ib down and 131 Ib up at 25-5-4, and 847 Ib down and 321 Ib up at 27-6-6 on top chord, The desigNselection of such connection device(s) is the responsibility of others. 19) All dimensions given in feet -inches -sixteenths (FFIISS) format_ 2 Job Reference (optional) The Truss Company (Sumner), Sumner. WA• 98390, 8.320 s Oct 92019 MiTek Industries, Inc. Tue Oct 1513:38:13 2019 Page 2 ID:IBgY2rt58Wc8C5FF)G3Pd5yVTLk-uiQ54pD?(s75dpJNGy4rBgZPnDiKPP_20d_ IykyT97e LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1,15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-95, 2-8=-95, 8.11=-95, 10-20=-14 Concentrated Loads (Ib) Vert: 18=-2(B) 14=-82(B) 7=-268 12=-40(B) 28=-309 29=-736 30=-232 32=-291 33=-748 34=-2(6) 35=0(B) 36=-2(B) 37=-2(B) 38=-2225(8) 39=-95(B) 40=-82(8) 41 -84(B) 42=-82(6) 43=-40(6) 44=-41(0) tYARNING- Yarlfy dasgt,n parameters &rltyREAD NOTES EtNT 3$ANRTtJ£X t/DED M/TEX REFERENCE PAGEMll-7473 $EFORE USE. Design valid for use on lywith MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral suppon of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiltiry of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPI1 Quality Criteria, DSB-89 end BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 DOnotrio Drive, Madison, WI 53719, theTRUUSSco, rrrc. Job J1047106 Truss Truss Type A27 California Girder Qty Ply Sidhu Homes, Inc. 1 113014835 The Truss Company (Sumner), Sumner, WA- 98190, 5x6 Job Reference (optional) 8320 s Oct 92019 MiTek Industries, Inc. Tue Oct 1513:38:15 2019 Page 1 ID:lagY2rt58Wc8C8FF)G3Pd6yVTLk-q4XsVVRPTNvs7TION6JGFfppOVOtICLTxTsOcyT97c 2-5-4 2410-15 6-3-8 9-8-1 10-1-12 13-5-11 17-3-0 2-5-4 0-5-1 / 3-4-9 3-4-9 t 4- 0-5-1 3-3-15 3-9-5 6.03F 5)(8 = 11 3x12 MT2OHS II JUS24 15 11 11 Ft 11 1 10 9 54 II JUS24 20 JUS24 1.5x4 11 9 5x8 JUS24 16 [>.<1 11 [ lin 21 22 JUS24 JU524 5x8 11 fl [111 23 JUS24 3x4 JUS24 24 25 JUS24 JUS24 3x4 26 7 2x4 II JUS24 JUS24 17 27 JUS24 5x10 NAILED 2-5-4 6-3-8 10-1-12 13-5-11 17-3-0 2-5-4 3-10-4 3-10-4 3-3-15 3-9-5 Plate Offsets (X,Y)- [1:0-3-0,0-1-8], [2:0-4-8,0.1-81 [5:0-1-12,0-1-8], [6:0-1-15,0-3-2], [8:0-1-12,0-1-13], (9:0-3-0,0-1-81 [10:0-4-4, 24)) LOADING (psf) TCLL 25.0 (Roof Snove=25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress her NO Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 HF No.2 'Except' 2-4: 2x4 DF No.1&Btr BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud 'Except' 1-10: 2x4 FIF No.2 WEDGE Right: 2x4 SP No.3 REACTIONS. (ib/size) 6=2396/Mechanical, 11=2942/Mechanical Max Horz 11=-80(LC 8) Max Uplift 6=-196(LC 11), 11=-318(LC 10) Mao Gray 8=2660(LC 28), 11,3099(LC 28) Scale: 3/8"=1' CSI. DEFL. in (too) 1/dell Lid TC 0.75 Vert(LL) -0.10 8-9 >999 360 BC 0.50 Vert(CT) -0.18 8,9 >999 240 VVB O. 94 Horz(CT) 0.03 6 Na n/a Matrix-MSH BRACING - TOP CHORD BOT CHORD FORCES. (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2101/240, 2-3=-3722/439, 3-4=-3722/439, 4-5=-4431/489, 5-6=-4819/413, 1-11=-2996/316 BOT CHORD 9-10=-192/1970, 8-9=-370/3892, 7-8=-334/4219, 6-7=-334/4219 WEBS 2-10=-1400/164, 2-9=-287/2499, 3-9=-1321/284, 4-9=-374/76, 4-8=0/857, 5-8=-680/0, 5-7=-5/493, 1-10=-284/2727 PLATES GRIP MT20 185/148 MT2OHS 139/111 Weight 97 lb . FT = 20% Structural wood sheathing directly applied or 2-1-6 oc puffins, except end verticals, and 2-0-0 oc purlins (2-9-2 max.): 2-4. Rigid ceiling directly applied or 10-0-0 DC bracing. NOTES- (18) 1) Wnd: ASCE 7-10, Vult=110mph (3-second gust) Vasc1=87mph; TCDL=4.8ps1; BCDL=4.2psf; h=25f1; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1.60 2) TCLL: ASCE 7,10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 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) Refer 10 girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 196 Ib uplift at joint 6 and 318 lb uplift at joint 11. 11) Graphical purlin representation does not depict the size or the onentabon of the purlin along the top and/or bottom chord. 12) Use USP JU524 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 8-0-12 from the left end to 15-9-0 to connect truss(es) to front face of bottom chord. 13) Use USP JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max, starting at 1-0-12 from the left end to 13-6-4 to connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) "NAILED" indicates 3-10d (0,148"x3") or 3-120 (0.146x3.25") toe -nails per N DS guidlines, 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 507 lb down and 164 lb up at 5-012, 413 lb down and 151 Ib up at 6-3-8, and 357 lb down and 131 lb up at 7-6-4, and 1057 lb down and 379 lb up at 9-10-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. 17) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 18) All dimensions given in feet -inches -sixteenths (FFIISS) forma:. LOAD CASE(S) Standard October 16,2019 Continued on page 2 A WARNING - Vert"), desipn parameters and D fAITEK REFERENCE PAGE MI1-7473 BEFORE USE. Design valid for use only with MfTek conne.cors. This design is based only upon parameters shown, and is for en individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity clam erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information evadable from Truss Plate Institute, 583 D'Ortolrio Drive, Madison, WI 53719. Job J1047106 The Truss Company (Sumner), 7 umne A - 98390, russ Type alifornia Girder Sidhu Homes, Inc. 1 113014835 ,Job Reference (optional) 8.320 s Oa 9 2019 M7ek Industries, Inc. Tue Oct 1513:38:15 2019 Page 2 ID:IBgY2^58Wc8CSFFj G3Pd6yVTLk-g4XsVVFf PTNvs7TIONSJGFfppOVO1ICLTxTsOcyT97c (My Ply LORD CASE(S) Standard 1) Dead +Snow (balanced): Lumber Increase=1,15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1.2=-95, 2-4=-95, 4-6=-95, 11-12=-14 Concentrated Loads (lb) Vert: 4=-958 9=-83(B) 3=-343 8=-83(F) 7=40(B) 15=-437 16=-291 18=-223(B) 19=-449(B) 20=-68(B) 21=-84(B) 22=-83(F) 23=-82(B) 24=-40(B) 25=-2(F) 28=-83(F) 27=-124(F=-83, B=-41) ® WARNING - Verify desin persmefers end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 SEFORE USE. Design valid for use orgy with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilldy of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. Job J1047106 Truss B01 Truss Type Qty ammon Supported Gable 1 Ply 1 Sidhu Homes, Ine, Job Reference (optional; 113014836 The Truss Com1`any (Sumner), Sumner, WA- -2-0-0 2-0-0 2 5-3-8 5-3-8 8,320 s Oct 9 2019 MTek Industries, Inc. Tue Oct 15 13:38:15 2019 Page 1 ID:IBgY2r158Wc8C8FFjG3Pd6yVTLk-IH5EjrGHArV m U H2yy4dYpTB3CQyVczLVibCPZ3yT97b 10-7-0 r 12-7-0 5-3-8 2-0-0 4x4 = 4 10 9 8 3x4 1.5x4 II 1.5x4 II 1.5x4 II 3x4 = 10-7-0 10-7-0 Scale = 1:23.4 LOADING (psf) TCLL 25.0 (Roof Snow-25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 LUMBER, TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Ina YES Code IRC2015/TPI2014 CSI. TC 0.39 BC 0.06 WB 0.05 Matrix-P DEFL. in (loc) I/dell Ud PLATES GRIP Vert(LL) 0,02 7 n/r 120 MT20 195/148 Vert(CT) -0.02 7 n/r 90 Horz(CT) 0.00 6 nla nta BRACING - TOP CHORD BOT CHORD Weight 381b FT = 2096 Structural wood sheathing directly appied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 10-7-0. (Ib) - Max Horz 2=44(LC 10) Max Uplift All uplift 100 lb or less at joints) 2, 6, 10, 6 Max Gray All reactions 250 Ib or less at joint(s) 9 except 2=415(LC 1), 6=415(LC 1), 10=298(LC 17), 8=298(LC 18) FORCES. (Ib) - Max. Camp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- (13) 1) Wind: ASCE 7-10; Vull=110mph (3-second gust) Vasd=87mph, TCDL=4.8psf; BCDL=4.2psl; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL ASCE 7-10; Pf=-25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing, 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 9) " This truss has been designed for a live bad 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 joinl(s) 2, 6, 10, 8. 12) Beveled plate or shim required to provide full bearing surface with truss chord al joint(s) 2, 6. 13) All dimensions given in feet-inches-sixleenlhs (FFIISS) format. October 16,2019 ARNING - Verify design perarrrerers end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mt/-7473 BEFORE USE. for use on'«y wiU1 MTek connectors. This design is based only upon parameters shown, and is for an individual building component Applicability of design paramemers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSOPI1 Quality Criteria, DSB-89 and BC511 Building Cp orlonent Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job J1047106 Truss B02 ITruss Type common Qiy Ply 1 Sidhu Homes, Ilnc. Job Reference (optional): 113014837 The Truss Company (Sumner}, Sumner, WA- 98390, 5-5-8 5-5-8 4x4 2 8.320 s Oct 92019 MTex Industries, Inc. Tue Oct 15 13:38:17 2019 Page 1 ID:IBgY2r15BWc8C8FF)G3Pd6yVTLk-mTfcwBGvx5dd6RdBVn8nLgkAng8wLP2ewFyz5VyT97a 10-9-0 12-9-0 I 5.3.8 2-0-0 10-9-0 5-3-8 4x4 = Scale= 1:21.4 cn 4 Plate Offsets (X,Y)— [1:0-2-4,0-0-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. DEFL. in (loc) I/deft Lid TC 0.59 Vert(LL) -0.05 5-8 >999 360 BC 0.69 Vert(CT) -0.10 5-8 >999 240 NIB 0.D9 Horz(CT) 0.01 3 n/a n/a Matrix -MP LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 1=561/0-5-8, 3=787/0-3-8 Max Horz 1=-55(LC 15) Max Uplift 1=-31(LC 10), 3=-63(LC 11) FORCES. (Ib) - Max, Comp./Max. Ten- - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-763/33, 2-3=-771/42 BOT CHORD 1-5=0/585, 3-5=0/585 BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight 32 Ib FT = 20% Structural wood sheathing directly applied or 5-0-8 oc purilns. Rigid ceiling directly applied or 10-0-0:oc bracing. NOTES- (9) 1) Wmd: ASCE 7-10; Vult=1lomph (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 r'ght 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 desigr. 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 1D.0 psi bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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) 1, 3. 9) All dimensions given in feet -inches -sixteenths (FFIISS) forma:. October 16,2019 A WARNING - Vert*y design parameters end READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 BEFORE USE. Designvalid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parementers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing consult ANSVIPII Quellty Criteria, DSB-89 and BCSf1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. J1047106 Job Truss B03 russ Type ommon Q1y 2 Ply 1 Sidhu Homes, Inc. Job Reference _Optional) 113014838 The Truss Corr/any (Sumner), Sumner, WA 9 5-5-8 8,3205 Ocil 9 2019 MiTok Industries, inc. Tue Oct 15 13:3818 2019 Page 1 ID:18gY21158VVc8C8FFjG3Pd5yVlik-EfD_BXHX101Uje8K3VfOouGM9ET64sCn5vhVIldxyT97Z 10-11-0 5-5-8 5-5-8 4x4 = 5-5-8 5-5-8 10-11-0 4x5 5-5-8 5-5-8 Scale = 1:21,5 Plate Offsets ()CY:- 1:0-2 0,0- 0 2-0,0-0- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Inv YES Code IRC2015/TPI2014 CS!, TC 0.55 BC 0.69 VVB 0 09 Matrix- MP DEFL. in (loc) 1/dell Lid Vert(LL) -0.05 4-10 >999 360 Vert(CT) -0.09 4-7 .999 240 Horz(CT) 0.01 3 n/a nia 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=581/0-5-8, 3=581/0-5.8 Max Horz 1=32(LC 14) Max Uplift 1=-32(LC 10), 3=-32(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-821/44, 2-3=-821/44 BOT CHORD 1-4=-7/636, 3-4=-7/636 WEBS 2-4=0/267 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc pu re ns. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. JOINTS 1 Brace at Jfts), 4 NOTES- (8) 1) Wincl: ASCE 7-10; Vull=110mph (3-second gust) Vasc0-87mph; TCDL=4.8psf; BCDL=4.2psf, h=.25f1; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and nght exposed ; end vertical lett and right exposed; Lumber DOL=1,60 plate grip DOL=1.60 2) TCLL; ASCE 7-10; Pf=25.0 psf (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 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. 5) All bearings are assumed to be I -IF 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, October 16,2019 G - Verify design parameters end REAP NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 4111-7473 BEFORE USE, Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, end is for an individual building component. AePliCabilny of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibiliny of the erector. Additional permanern bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D nofrio Drive, Madison, WI 53719. 41 theTRUSSco, Job Truss C01 Truss Type Common Supported Gable Qy 1 Ply 1 Sidhu Homes, Inc, 113014839 J1047106 Job Reference (optional) The Trus ony(Sumne -2-0-0 2-0-0 Sumner. WA - 98390, 6-1-0 6-1-0 8.320 s Oct 9 2019 MiTek Industries, Inc. Tue Od 15 13:38:15 2019 Page 1 I D:)BgY2rt58Wc8C8FFjG3Pd6yVTLk-Ef0_BXHXi0lUjaBK3Vf0uuGOiEdV4tnn9vh WdxyT97Z 12-0-8 12 2 5-11-8 0.� 4x4 = 12-0-8 Scale = 1:23.5 12-0-8 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 OTHERS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.39 BC 0.03 WB 0.05 MatrbaP DEFL. in (loc) 1/dell Ud Vert(LL) 0.01 1 Nr 120 Vert(CT) -0.04 1 o/r 90 Horz(CT) 0_00 8 n/a nta BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight 42 Ib FT = 20% REACTIONS. All bearings 12-2-0. (Ib) - Max Horz 2=60(LC 14) Max Uplift All uplift 100 Ib or less at joint(s) 2, 12, 13, 10, 9 Max Gray All reactions 250 Ib or less at joint(s) B, 11, 13, 9 except 2=403(LC 1), 12=286(LC 17), 10=270(LC 1B) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-12=-259/61 Structural wood sheathing direct y applied or 6-0-0 oc pudirss. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (13) 1) Wind: ASCE 7-10; VuH=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever lett and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 (fat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss hes been designed for greater of min roof live Toad 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 nonconcurrenl wish any other live loads. 10) • This truss has been designed for a live load of 23.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit behveen 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 Dearing plate capable o1 withstanding 100 Ib uplift at joint(s) 2, 12, 13, 10, 9. 13) All dimensions given in feet -inches -sixteenths (FFIISS) formal. A WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 BEFORE USE, Design valid for use ody with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarNng fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Duality Criteria, DSB-89 and BCS11 Building Component Safety Intimation available from Truss Plate Institute, 5830'Onohio Drive, Madison, Wl 53719. October 16,2019 Job J1047106 Truss CO2 Truss Type Common Oty Pty Sidhu Homes, Inc. 1 Job Reference (optionaly 113014840 The Truss Company (Sumne -2-0-0 2-0-0 Sumner. WA 6-1-0 61-0 6-1-0 8.320 s OG 92019 MiTek Industries, Inc. Tue Oct 15 13:38:19 2019 Page 1 ID:I BgY2r15BWc8CBFFjG3Pd6yVTLk-jsnMLtI9TitLLkm WdCAFQ5pTgdnopJLx0ZR39NyT97Y 12-2-0 4x4 6-1-0 12-2-0 Scale = 1:23.5 6-1-0 Plate Offsets (X,Y)- [2:0-3-0,Edge], [4:0-3-0,Edge LOADING (psf) TCLL 25.0 (Roof Snow--25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 LUMBER, TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HE Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress her YES Code IRC2015/TP12014 CS!. TC 0.82 BC 0.79 WB 0.10 Matrix -MP REACTIONS. (lb/size) 4=647/0-5-8, 2=869/0-5.8 Max Horz 2=60(LC 10) Max Uplift 4=-35(LC 11), 2=67(LC 10) FORCES. (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-896/48, 3-4=-889/40 BOT CHORD 2-5=0/680, 4-5=0/680 WEBS 3-5=0/287 DEFL. in (loc) I/deft LJd Vert(LL) -0.08 5-8 >999 360 Vert(CT) -0.16 5-8 >909 240 Horz(CT) 0.01 4 n/a Na BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight 361b FT = 20% Structural wood sheathing directly applied or 2-7-9 oc puffins Rigid ceiling directly applied or 10.0.0:oc bracing. NOTES- (9) 1) Wind; ASCE 7-10; VuIt=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 left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf dial 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 Was has been designed fora 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) Al 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. October 16,2019 WARNING - Verify daspir perameers end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 EEFF3RE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer, Bracing shown is for lateral suppon of individual web members only. Additional temporary bracing 10 insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualhy control, storage, delivery, erection and bracing consult AMSVTPII Quality Criteria, DSB-89 end BCSI1 Building Component Satiny Information available from Truss Plate Institute, 583 D'0nofrio Drive, Madison, WI 53719. Job J1047106 Truss CO3 The Truss Com'any (Sumner)- Sumner, WA- 98397. -2-0-0 Truss Type Common 6-1-0 Sidhu Homes, Inc. 1 113014841 Job Reference (optional) 6.320 s Oct 9 2019 Mites Industries, Inc. Tue Oct 15 13:38:20 2019 Page 1 ID:IBgY2rt58Wc8C8FFjG3Pd6yVTLk-B2LIYDJoE.00BzuLjBwiUzJMeQ171 Yma4dCAdigyT97X t2-2-0 Qly Ply 2-0-0 6-1-0 6-1-0 6-1-0 4x4 =. r;-1-0 12.2-0 Scale = 1:23.6 3x8 Plate Offsets (X,Y)- [2:0-3-0,Edge), )4:0-3-0,Edgej LOADING (psf) TCLL 25.0 (Roof Snow--25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 TC 0.82 Lumber DOL 1.15 BC 0.79 Rep Stress Incr YES WB 0.10 Code IRC2015/TPI2014 Matrix -MP DEFL. in (loc) 1/deft Lid Vert(LL) -0.08 5-8 >999 360 Vert(CT) -0.16 5-8 >909 240 Horz(CT) 0.01 4 n/a n/a PLATES GRIP MT20 185/148 Weight 361b FT=20% LUMBER. TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HE Stud REACTIONS, (lb/size) 4=647/0-5-8, 2=869/0-5-8 Max Horz 2=60(LC 10) Max Uplift 4=-35(LC 11), 2=-67(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-596148, 3-4=-889/40 BOT CHORD 2-5=0/680, 4-5=0/680 WEBS 3.5=0/287 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or' 2.7.9 oc purlins. Rigid ceiling directly applied or 10-0-0oc bracing. NOTES- (9) 1) Wnd: ASCE 7.10; Vult=110mph (3-second gust) Vasd=87mp9: 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 r.ght 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 psf bottom chord live bad nonconcurrent with any other live loads. 6) ' This Buss has been designed tar 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 HE No.2 crushing capacity of 405 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 9) All dimensions given in feet -inches -sixteenths (FFIISS) forma'.. October 16,2019 A WARNING- Veiy design Parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGEMII.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibitlily of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality Wntrol, storage, delivery, erection and bracing consult ANSVTPI1 QueIlty Criteria, DSB-89 end BCSII Building Component Safety' Infermwion available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Truss J1047106 C04 The Truss Company (Sumner), Sumner, WA - 98390, -2-0-0 2-7-5 2-0-0 3x6 — 2-7-5 Truss Type COMMON GIRDER 3-5-12 3-5-12 Qty 1 Ply 2 Sidhu Homes, Inc. Job Reference (optional) 113014842 8.320 s Oct 92019 MiTek Industries, Inc. Tue Oct 15 13:38:22 2019 Page 1 ID: IBgY2rt58Wc8CBFFjG3Pd6yVTLk-7QTVzuK2IdGvCCV51Lky2kRzZrnUOW N4Wf)miyT97V 4-4-3 6-1-0 7-9-13 8-0-0 9-6-11 10-0-0, 12-2-0 1-8-13 1-8-13 1-8-13 0- 1-6-11 0-5-5 2-2-0 3x4 14 3x4 = 4 45 II 5 13 4x8 = 6 5x8 2 11 3x10 I 3x8 II THD26 3x4 II 7 8 10 5x 6 // THDH26-2 4x12 9 8-0-0 8-8-4 1400 12-2-0 2-7-4 1-11-0 0-8-4 1-3-12 2-2-0 Scale = 1:26-1 1p Plate Offsets (X,Y)— [6:0-3-1,0-1-12],[7:0-2-0,0-1-4],[8:0-0-0,0-1-15], [9:0-3-3,0-2-1], [10:0-10-7,Edge],[12:0-4-8,0-1-8], [13:0-4-0,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud REACTIONS. (Ib/size) 9=6215/0-5-8, 2=2586/0-5-8 Max Horz 2=60(LC 32) Max Uplift 9=-1031(LC 11), 2=-330(LC 10) CS!. TC 0.84 BC 0.92 WB 0.75 Matrix -MP DEFL. in (loc) 1/defl Ud Vert(LL) -0.08 12 >999 360 Vert(CT) -0.16 12 >930 240 Horz(CT) 0.04 9 n/a n/a BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight 128 Ib FT = 20% Structural wood sheathing directly mooted or 2-4-0 oc punins. Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4740/607, 3-4=-4647/608, 4-5=-4695/654, 5.6=-4692/647, 6-7=-9591/1419, 7-6=-11381/1886, 8-9=-11831/1961 BOT CHORD 2-14=-552/4204, 13-14=548/4206, 12-13=-1062/7668, 11-12=-1062/7668, 10-11=-1532/9812, 9-10=-1714/10473 WEBS 5-13=-552/3959, 6-13=-4857/770, 611=-597/3324, 7-11=-2008/494, 8-10=-194/925, 6-12=-271/2184, 7-10=-497/1793 NOTES- (14) 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 6-12 2x4.2 rows staggered at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASES) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; 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) 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 uplift at joint(s) except (jt=lb) 9=1031, 2=330. 11) Use USP THD26 (Wth 20-16d nails into Girder & 20-10d x 1-1/2 nails into Truss) or equivalent at 8-0-12 from the left end to connect truss(es) to back face of bottom chord. 12) Use USP THDH26-2 (Vyith 20-16d nails into Girder & 8-16d nails into Truss) or equivalent at 10-1-8 from the left end to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 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: 1-5=-95, 5-9=-95, 2-9=-14 Concentrated Loads (Ib) Vert: 10=-4200(B) 12=-3085(B) ® WARNING -Verily design peramefers and READ NOTES ON THIS AND INCLUDED MITEKREFERENCEPAGEMII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quelity Criteria, DSB-89 end BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. October 16,2019 JOb Truss J1047106 JX01 Truss Type Jack -Open Ply Sidhu Homes, Inc. 113014843 Job Reference (optional). The Truss-CoTiVan-y (Sumner), Sumner, WA- 98390, -2-0-0 1-10-15 2-0-0 1-10-15 8.320 s 00 92019 MiTe4, Industries, Inc. Tue Oct 15 13:3623 2019 Page 1 IDABgY2r158Wc8COFFjG3Pd6yVTLk-bd0tBELgWxOrridM41s2FBbx_E9FEJI8tWJAPHI9yT97U 6 7 4 JUS24 JUS24 8-0-0 8-0-0 Scale = 1 19 2 Plate Offsets (X,Y)- [2:Edge,0-2-10) LOADING (psf) TCLL 25.0 (Roof Sncev=25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress 'nor YES Code IRC2015/TPI2014 CS!. TC 0.40 BC 0.43 WE( D. CO Matrn,P °EFL. in (loc) 1/dell Ud PLATES GRIP Vert(LL) -0.18 2-4 >523 360 MT20 185/148 Vert(CT) -0.31 2A >308 240 Horz(CT) -0.00 3 n/a Weight 16 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No,1&Btr REACTIONS. (lb/size) 3=-19/Mechanical, 2.445/0-5,,,8, 4=55/Mechanical Max Horz 2=50(LC 10) Max Uplift 3=-66(LC 16), 2=-27(LC 10) Max Gray 3=12(LC 6), 2=446(LC 17), 4=134(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or lass 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- (13) 1) Wind: ASCE 7-10; Vult=1 10mph (3-second gust) Vas&87mch, TCOL=4.8psf; BCDL=4.2ps1; 0y-25ft, Cat. II; Exp 0; Enclosed; MVVFRS (envelope) gable end zone; c.,intilever 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 (Aat 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 (Inc 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) Use USP JUS24 (VVith 4-10d nails into Girder & 2.10d nails nto Truss) or equivalent spaced at 2-0-0 oc max. starting at 4-0-12 from the left end to 6-0-12 to connect truss(es) to back face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 13) All dimensions given in feet -inches -sixteenths (FFIISS) forma(. LOAD CASE(S) Standard 1) Dead Snow (balanced): Lumber Increase=1,15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-95, 2-4=-14 October 16,2019 WARNING Vete)" design perimeters end READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE WI-7473 BEFORE USE, Design valid for use only with Mffek connectors. This design is based only upon parameters shown, and is far an individual building component. Applicability of design pararnenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the respontAlity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarreng fabrication, quality control, storage, delivery, erection and bracing, consult ANSI(rP11 Qualify Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 DIOnofrio Drive, Madison, WI 53719. Poe Truss T ,jruss Type FI1047106 JX02 ack-Open The Truss Company (Sumner), Sumner, WA - 98393, q -2-0-0 3-10-15 Qty 4 Ply Sidhu Homes, Inc, 1 113014844 Job Reference (optional) 8.320 s Oct 92019 MiTek Industries, rrc Tue Oct 15 1338:23 2019 Page 1 ID:1BgY2rt5BWc8C6FFJG3Pd6yVTLk-bdOIBELgVV110mqM4152FEibx_EwFFel8tWJAPHI9yT97U 2-0-0 3-10-15 8-0-0 8-D-0 Scale = 1,19.0 16 Plate Offsets (X,Y)- [2:Edge,0-2-10) LOADING (psf) TCLL 25.0 (Roof Snow=25.0) 22.5 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inv YES Cede IRC2015/TPI2014 CSI. TC 0.48 ac 0 41 WB 0.00 Matrix-P DEFL. in (loc) lidefl LJd Vert(LL) -0.16 2-4 >552 360 Vert(CT) -0.28 2-4 >330 240 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 VVeight. 19 lb FT = 20% LUMBER - TOP CHORD 2.4 HF No.2 BOT CHORD 2x4 DF No.18.Btr REACTIONS, (lb/size) 3=107/Mechanical, 2=503/0-5-8, 4=54/Mechanical Max Horz 2=77(LC 10) Max Uplift 3=-35(LC 10), 2=-30(LC 10) Max Gray 3=123(LC 17), 2=508(LC 17), 4=131(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 3-10-15 oc puffins. Rigid ceiling directly applied or 10-0-D-oc bracing. NOTES- (10) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf, BCOL=4.2psf; h=2511; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed fora live load or 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 lb uplift at joint(s) 3, 2, 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. October 16,2019 WARNING Verify design parematers end READ NOTES ON TNT AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design poramenlers and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability d construction is the responsibillity of the erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI1 Quelity Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. J1047106 Jab russ JX03 Truss Type Jack -Open Qty Ply 1Siclhu Homes, Inc 1 113014845 The Truss Company (Sumner), Sumner, WA - 98390, -2-0-0 Job Reference (optional) 8.320 s Oct 92019 MiTsaL Industries, Inc. Tue Oct 15 133824 2019 Page 1 ID:lEigY2r158Wc8C8FFjG3Pd6yVTLk-3paF0aMIHEMISVfLIOmmO79VVMLeatUb7gXqByrbyT97T 5-10-15 2-0-0 5-10-15 8-0-0 8-0-0 Scale = 121.7 1,7 0 Plate Offsets (X_,Y)— [2:Edge 0-2-10) LOADING (psf) TCLL 25.0 (Roof Snew=25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2015/TPI2014 CSI, TC 0.70 BC 0.41 WB O. 00 Matrix-P DEFL. in (loc) I/deft Lk Vert(LL) -0,16 2-4 >562 360 VerftCT) -0.26 2-4 >330 240 Horz(CT) -0.00 3 n/a Na PLATES GRIP MT20 185/148 Weight 21 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 DF No.1&Btr REACTIONS. (lb/size) 3=225/Mechanical, 2=575/0-5-8, 4=54/Mechanical Max Horz 2=105(LC 10) Max Uplift 3=-64(LC 10), 2=-36(LC 10) Max Grav 3=260(LC 17), 2=585(LC 17), 4.131(LC 5) FORCES. (it)) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-10-15 oc puffins. Rigid ceiling directly applied or 10-0-0,dc bracing. NOTES- (10) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasci=87mph; TCDL=4.8pst; BCDL=4.2ps9: h.25ft; Cat. II; E.xp 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; P1=25.0 psf (flat roof snow); Category Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss has been designed for a live load of 23.0ps9 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 H F 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) forrnat. October 16,2019 WARNING Verify design parameters end READ NOTES ON 77115 AND INCLUDED MITE1( REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building componenL Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during Construction is the responsibility of the erector. Additional permanent bracing of Me overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 end BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 Dienofrio Drive, Madison, WI 53719. theTRUSSco, uvc Job Truss J1047106 JX04 The Truss Company (Sumner). Sumner, WA 9 -2-0-0 2-0-0 Truss Type Jack -Open Qly 4 Ply 1 Sidhu Homes, linc. Job Reference (optional) 113014846 8.320 s Oct 9 2019 MiTeb Industries, Inc. Tue Oct 15 13:3825 2019 Page 1 ID:18gY2rt58Wc8C8FFjG3Pd6yVTLX-X?BecwNw2YelinfEgzTH(gM3Sm2tPD2NpmUoC)N1yT97S 7-10-15 7-10-15 8-0-0 8-0-0 Scale' 1;26.4 Plate Offsets (X,Y)- [2:0-2-0,Edge] LOADING (psf) TCLL 25 0 (Roof Snow=25.0) TCDL 22.5 BCLL 0 0 ' BCDL 7 0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress incr YES Code IRC2015r1P12014 CS1, TO 0.97 BC 0.59 WE3 0.00 Matrix -MP DEFL. in (loc) 1/dell Lid Vert(LL) -0.16 4,7 e511 360 Verl(CT) -0.36 4-7 .266 240 Horz(CT) 0.01 2 nia n/a LUMBER- BRACING - TOP CHORD 2x4 DF No.18.Btr TOP CHORD BOT CHORD 2x4 DF No.18.Btr BOT CHORD REACTIONS. (lb/size) 3=311/Mechanical, 2=643/0-5-8, 4=92/Mechanical Max Horz 2=132(LC 10) Max Uplift 3=-76(LC 10), 2=-43(LC 10) Max Gray 3=363(LC 17), 2=658(LC 17), 4=137(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 2201195 Weight 26 lb FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 DC 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 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 Oat root snow); Category II; Exp B; Partially Exp.; Ct=1,10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads, 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 7) 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 feel -inches -sixteenths (FRISS) format. October 16,2019 - an R THISANIJ WGLLSO M!TEKREFEfiEWCEPAGEMII-747TSEFQREUSE. Design valid for use only with MiTek connectors, This design is based only upon parameters shown. and is for an individual building component, Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of indivicluN web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fabrication, quality oontrol, storage, delivery, erection and bracing, consult ANSI/7P11 Qualify Criteria, DSB-89 and BC5I1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onafrio Drive, Madison, WI 53719. 1Job J1047106 The Truss Company (Su Truss ,JX05 nen, Sumner. WA 98390, -2-0-0 2-0-0 Truss Type Jack -Open Oty ]Ply 1 Sidhu Homes, Inc. Job Reference (optional) 113014847 8.320 s ON 9 2019 MiTeli Industries, Inc. Tue Oct 15 13.3826 2019 Page 1 IDABgY2r158Wc8C8FF)G3Pd6yVTLk-?CiOpGNYpsrnLhpplXAouDacdaSDKyVcz?8dxvTyT97R 8-0-0 9-10-15 I I 8-0-0 1-10-15 8-0-0 8-0-0 Scale = 1:31.3 Plate Offsets (X Y)— [2'0-2-4 0-1-81 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 BCDL 7.0 LUMBER - TOP CHORD 2x4 DF No.l&Btr BOT CHORD 2x4 DF No.1&Btr 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 0.61 WB O. 00 Matrix -MP DEFL. in (loc) I/deft Lid Vert(LL) -0.15 5-8 >616 360 Vert(CT) -0.37 5-8 >259 240 Horz(CT) 0,01 2 n/a n/a REACTIONS. All bearings Mechanical except at=length) 2=0-5-4, 3=0-1-8. (Ib) - Max Horz 2=160(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2 except 3=-101(LC 10) Max Grav All reactions 250 lb or less at joint(s) 4, 5 except 2=658(LC 17), 3=471(LC 17) FORCES. ((b) Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown BRACING - TOP CHORD BOT CHORD PLATES GRIP M T20 220/195 Weight 29 lb FT . 20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0oc 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 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 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 fil 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 bearingplate at joint(s) 3, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2 except gt=lb) 3=101. 11) Beveled plate or shim required to provide full bearing surface wit, truss chard at joint(s) 3. 12) All dimensions given in feel -inches -sixteenths (FFIISS) format, - V gnpwerine8wn 8ndREA03NO7ESrYz THIS,Wc11WCLUDEDK REFERENCE PAGE Mit-7473 BEFORE USE, Design valid for use oMy with MiTek connectors, This design is based only upon parameters shown, and is for an individual building component Applicability of design paramenters end proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary tracing to insure Mobility during construction is the responsibillity aline erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, Quality control, storage, delivery, erection and bracing, consult ANSVTPI1 Quality Criteria, DSB-89 and BC.411 Building Component Safety Information available from Truss Plate Institute, 583 D'Orrofrio Drive, Madison, WI 53719. October 16,2019 theTRUSSco, INC Qty Pry Jot Truss J1047106 JX06 The Truss Company (Sumner), Truss Type Jack -Open Sumner, WA 98390, 2-0-0 B-0-0 8-0-C, 6-0-0 8-0-0 Sidhu Homes, Inc 1 Job Reference (optional_ 3 113014848 8.320 s Oct 92019 MiTea Industries, Inc. Tue 0c1 15 13:3827 2819 Page 1 ID:1BgY2158Wc8CEIFF)G3Pd6yVTLk-UOGO0c0BaguCJzN35uK7InBpwsZvhys6EoNURwyT97Q 11-10-15 3-10-15 Scale = 1:36.3 Plate Offsets (X,Y)— [2:0-2-0,E el LOADING (psf) TOLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IRC2015/TP12014 CS!. TC 0,93 BC 0.58 WB 0.00 Matrix -MP DEFL. in (loc) 1/defl Lid Vert(LL) -0.14 6-9 >660 360 Vert(CT) -0.36 6-9 >267 240 Horz(CT) 0.01 2 Na nla PLATES GRIP MT20 220/195 Weight 32 lb FT = 20% LUMBER - TOP CHORD 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&B1r REACTIONS. All bearings Mechanical except (VIength) 2=0-5-8, 3=0-1-8, 4=0-1-8, (lb) - Max Horz 2=188(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 5, 2, 4 except 3=-103(LC 10) Max Gras All reactions 250 lb or less at joint(s) 5, 6, 4 except 2=652(LC 17), 3=458(LC 17) FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly appied. Rigid ceiling directly applied or 10-0-0 so bracing. NOTES- (12) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vesd=87mph, TCOL=4.8pst; BCDL=4.2psf; h=25h; Cat. II; Exp B; Enclosed; MVVFRS (envelope) gable end zone; cantilever left and ()grit 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplitt at joint(s) 5, 2, 4 except (jt=lb) 3=103, 11) Beveled plate or shim required to provide full bearing surface with truss chord at joinl(s) 3, 4. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. October 16,2019 NI - Veaff3r deat. gri ers end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Al fI-7473 BEFORE USE. Design valid for use ON), with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral suppon of individual web members only. Additioral temporary bracing to insure stability during construction is the responsibillIty of the erector. Additional permanent bracing (Attie overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPII Quality enteral, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 CrOnotrio Drive, Madison, WI 53719. Jo J1047106 Truss Truss Type JX07 Jack -Open The Truss Company (Sumner), Sumner, WA 98390, -2-0-0 2-0-0 4x4 ly 1 Sidhu Homes, Inc. 113014849 Job Reference (optional). 8.320 s Oct 92019 MiTex Industries, Inc. Toe Oct 15 13:38:28 2019 Page 1 ID:lEigY2r158Wc8C8FFIG3Pd6yVTLk-yaqmEyPpLTO3w7yFfbrMITh jGvAQP6GSS62_MyT97P 8-0-0 13-10-15 8-0-0 5-10-15 8-0-0 8-0-0 6,00 12 7 Scale = 141.3 Plate Offsets (X,Y)— [2:0-2-0,Edgel LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 LUMBER - TOP CHORD 2x4 DF No.18.Btr BOT CHORD 2x4 DF No.1&Btr SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.93 BC 0,58 VVB O. 03 Matrix -MP DEFL. in (loc) l/defl Ud Vert(LL) -0,14 7.10 >664 360 VertiCT) -0.36 7-10 >267 240 Horz(CT) 0.01 2 nia n/a REACTIONS. All bearings 0-1-8 except (jt=length) 6=Mechanical, 2=0-5-8, 7=Mechanical. (lb) - Max Horz 2=215(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 6, 2, 4, 5 except 3=-104(LC 10) Max Gray All reactions 250 lb or less at joint(ss, 6, 7, 4, 5 except 2=651(LC 1), 3=422 (LC 17) FORCES. (lb) - Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 220/195 Weight 35 lb FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0,oc bracing, NOTES- (12) 1) Vend: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCOL=4.8psf; BCOL=4.2psf; h=25ft; Cat. II; Exp 0; Enclosed; MVLFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip COL=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 desigr. 4) This truss has been designed for greater of min roof live load 0(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) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 3, 4, 5, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2, 4, 5 except ((t--lb) 3=104, 11) Beveled plate or shim required to provide full bearing surface with truss chord at (oint(s) 3, 4, 5. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. October 16,2019 K F AG 11-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component_ Applicability of design paramenters and proper incorporation of component is responsibility of builcring designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI1 Quality Criteria, DSB-89 end BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. theTRUSSco, INC, Job J1047106 Truss JX08 Truss Type Jack -Open Dty Ply 2 1 Sidhu Homes, Inc. 113014850 The Truss Company (Sumner), Sumner, WA - 98390, -2-0-0 2-0-0 4x4 = Job Reference (optional) 8.320 s Oct 9 2019 MiTek Industries, Inc. Tue Oct 15 13:38:28 2019 Page 1 ID: I BgY2rt58Wc8C8FFjG3Pd6yVTLk-yagm EyPpLT03w7yFfbrM I?h j GvAQ P6GSS62_MyT97P 8-0-0 I 15-10-15 8-0-0 7-10-15 8-0-0 8-0-0 { 0 0 ro Scale = 1:46.3 Plate Offsets (X,Y)— [2:0-2-0,Edge) LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress Ina YES Code IRC2015/TPI2014 CS!. TC 0.93 BC 0.58 WO 0.00 Matrix -MP DEFL. in (loc) I/deft lid Vert(LL) -0.14 9-12 >664 360 Vert(CT) -0.36 9-12 >267 240 Horz(CT) 0.01 2 n/a n/a PLATES GRIP MT20 185/148 Weight 37 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 `Except' 1-4: 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.1&Btr BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) 8=Mechanical, 2=0-5-8, 9=Mechanical. (Ib) - Max Horz 2=243(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 8, 5, 6, 7 except 3=-104(LC 10) Max Gray All reactions 250 Ib or less at joint(s) 8, 9, 5, 7 except 2=651(LC 1), 3=414(LC 1), 6=257(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Structural wood sheathing directly applied. 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 buss has been designed for a 10.0 psf bottom chord live load nanconcurrent with any other live loads. 6)' This truss has been designed for a live toad 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 5, 6, 7. 10) 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=104. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5, 6, 7. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. RIP October 16,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER' REFERENCE PAGEMII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TRHQuality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofric Drive, Madison, WI 53719. Job J1047106 Truss JX09 Truss Type Jack -Open Qty 2 Ply 1 Sidhu Homes, Inc. 113014851 The Truss Company (Sumner), Sumner, WA - 98390, -2-0-0 2-0-0 Job Reference (optional) 8.320 s Oct 92019 MiTek Industries, Inc. Tue Oct 15 13:38:29 2019 Page 1 ID: I B gY2rt58 Wc8C8FFj G3Pd6yVTLk-QnO8R10 R6n8wYHXRCJMbgC E9TfFP9sM Ph6sbWoyT970 8-0-0 17-10-15 4x4 = 8-0-0 8-0-0 -0-0 9-10.15 I'4 Scale = 1:51.3 Plate Offsets (X,Y)— L;0-2-0,Edge) LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CS!. TC 0.93 BC 0.58 WB 0.03 Matrix -MP DEFL. in (loc) I/defl Ud Vert(LL) -0.14 10-13 >664 360 Vert(CT) -0.36 10-13 >267 240 Horz(CT) 0.01 2 n/a n/a PLATES GRIP MT20 185/148 Weight 391b FT=20% LUMBER - TOP CHORD 2x4 HF No.2 "Except` 1-4: 2x4 DF No.186tr BOT CHORD 2x4 DF No.18Btr 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. (Ib) - Max Horz 2=271(LC 10) Max Uplift All uplift 100 Ib or less atjoint(s) 9, 5, 8, 7, 8 except 3=-104(LC 10) Max Gray All reactions 250 lb or less at joint(s) 9, 10, 5, 6 except2=651(LC 1), 3=414(LC 1), 7=266(LC 17), 8=252(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-261/111 NOTES- (12) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25f:; 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 5, 6, 7, 8. 10) 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=104. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5, 6, 7, 8. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. October 16,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design s based only upon parameters shown, and is for en individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery erection and bracing, consult ANSIITPII Quality Criteria, ()Sale and BCSI1 Building Component Safety Intonation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. INC, Job J1047106 Truss Truss Type JX10 Jack -Open The Truss Company (Sumner) Sumner, WA 96390, 4x4 = 8-0-0 8-0-0 8-0-0 8-0-0 Qty P Sidhu Homes, Inc. 2 1 Job Reference (optionag 113014852 8.320 s Oct 9 2019 INFIek Industries, Inc, Tue Oct 15 13:35:30 2019 Page 1 IDARgY2r158VVc8C8FFjO3Pd6yVTLk-uzxXid03t4GnAQ6ernOtqWmKD3beuJcYwmb92FyT97N 19-10-15 11-10-15 Scale = 1:56.4 Plate Offsets (X,Y)— [2:072-0,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 • BCDL 7,0 SPACING,. 2-0-0 Plate Grip DOL 1 15 Lumber DOL 1 15 Rep Stress Incr. YES Code IRC2015TTP12014 CSL TC 0.93 BC 0.58 VVB 0. 00 Matrix -MP DEFL. in (loc) 1/dell Ud Vert(LL) -0.14 11-14 >664 360 Vert(CT) -0.36 11-14 >267 240 Horz(CT) -0.01 10 n/a n/a PLATES GRIP MT20 185/148 Weight 42 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 *Except' 1-4: 2x4 DF No.18.31r BOT CHORD 2x4 DF No.18Btr BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0roc bracing. REACTIONS. All bearings 0-1-8 except (jt=length) 10=Mechanical, 2=0-5-8, 1 1=Mechanical. (lb) - Max Horz 2=298(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 10, 5, 5, 7, 8, 9 except 3=-104(l_C 10) Max Grav All reactions 250 lb or less at joint(s) 10, 11, 5, 6, 7 except 2=651(LC 1), 3=414(LC 1), 8=271(LC 17), 9.256(LC 17) FORCES. (Ib) - Max, Comp./Max. Ten. - ALI forces 250 (lb) or less except when shown. TOP CHORD 2-3=-277/111 NOTES- (12) 1) Witt ASCE 7-10; Vu0-110mph (3-second gust) Vasc1=87mp1; TCOL=4.8psf; BCDL=4.2psf; h=25f1; 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 greater of min roof live load of 16.0 psf or 1.00 times fiat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 7) All bearings are assumed to be HF No.2 crushing capacity of 4D5 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 5, 6, 7, 8, 9. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 5, 6, 7, 8, 9 except (jt=lb) 3=104. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 5,6, 7, 8,9. 12) All dimensions given in feet -inches -sixteenths (FFIISS) formal. October 16,2019 ARNING Verily design peturnwerg end READ NOTES ON THIS AND INCLUDEO M(TEK REFERENCE PAGE 140-7,173 BEFORE USE, Design valid (or use Oftly with MiTek connecters. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is tor lateral &ippon of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Ortofrio Drive, Madison, WI 53719. theTRUSSco, Job Truss J1047106 Uxii Truss Type Jack-Open 3 Oty Ply 1 Sidhu Homes, Nnc. 113014853 I The Truss Company umnert, Sumner, WA- 98390, Job Reference (optic:ma)), 8.320 s Oct 92019 Milelt Industries, Inc. Tue Oct 1513:38:31 2019 Page 1 ID: 1BgY2rt58Wc,BCBFFjG3Pd6yVTLIt-M9VvezRhe00enahqKkP3wdJd8T3Wdmsi9C1LiahyT97M -2-0-0 1-10-15 2-0-0 1-10-15 2-0-0 2-0-0 Scale = 1:11.8 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 22.5 Rep Stress Ina YES BCLL 0.0 • Code IRC2015/TPI2014 BCDL 7 0 CSI, TC 0,40 BC 0.03 VVB O. 03 Matrix-P DEFL. in (loc) 1/dell Lid Vert(1.1) -0.00 2 >999 360 Vert(CT) -0.00 2-4 >999 240 Horz(CT) -0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 HF No.2 TOP CHORD BOT CHORD 2x4 HF No.2 BOT CHORD REACTIONS. (lb/size) 3=-19/Mechanical, 2=403/0.5.8, 4=14/Mechanical Max Horz 2=50(LC 10) Max Uplift 3=-66(LC 16), 2=-52(LC 10) Max Grav 3=12(LC 6), 2=404(LC 17), 4=33(LC 5) FORCES. (lb) Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 1-10-15 oc purfins. Rigid ceiling directly applied or 10-0-0c bracing. NOTES- (10) 1) Wnd: ASCE 7-10; Vult=110mph (3-second gus)) Vasd=87mp11; TCDL=4.6ps1; BCOL=4.2ps1; h=25ft, Cat. II; Exp Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat root snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16,0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 5) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It) uplift at (oint(s) 3, 2. 10) All dimensions given in feet-inches-sixteen(hs (FFIISS) format, October 16,2019 A WARNING Verify &alp.? panvmefess end READ NOTES ON THIS AND INCLUOE0 OFTEN REFERENCE PAGE NII-7473 BEFORE USE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation df component is responsibility of building designer not truss designer. Bracing shwa, is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector • Additional permanem bracing °line overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 end BCSI1 Building Component Safety Information available from Truss Plate Institute. 583,D9norrio Drive, Madison, WI 53719. Job Truss 01047106 JX12 1 The Truss Company (Sumner), Sumner, WA 98390, Truss Type Jack -Open -2-0-0 2-0-0 Qty 3 Ply 1 Sidhu Homes, Inc. 113014854 Job Reference (optional', 8.320 s Oct 92019 MrTNS Industries, Inc. Tue Oct 1513:38:32 2019 Page 1 ID:IBgY2rt58Wc8CBFFjG3Pd6yVTLk-gM3H4JSJPi WVPkG0uRvlSrsottPWID6rN44F77yT97L 2-0-0 ) 3-10-15 2-0-0 1-10-15 2-0-0 2-0-0 tat Scale = 1:17.0 Plate Offsets (X,Y)— j2:Edge,0-2-101 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 " BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015fTP12014 CSI. TC 0.40 BC 0.03 WB 0.00 Matrix-P DEFL. in (Ioc) I/dell Lid Vert(LL) -0.00 2 >999 360 Vert(CT) -0.00 2-4 >999 240 Horz(CT) -0.00 3 nta n/a PLATES GRIP MT20 185/148 Weight 10 Ib FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (lb/size) 3=128/Mechanical, 2=441/0-5-8, 4=14/Mechanical Max Horz 2=77(LC 10) Max Uplift 3=-38(LC 10), 2=-52(LC 10) Max Gray 3=145(LC 17), 2= 46(LC 17), 4=33(LC 5) FORCES. (Ib) - Mex. 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 pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (10) 1) Wind; ASCE 7-10; Vult=110mph (3-second gust) Vesd=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 lit between the bottom chord and any other members. 7) All bearings are assumed to be HF No.2 crushing capacity o1405 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 joints} 3, 2. 10) All dimensions given in feel -inches -sixteenths (FFIISS) format. October 16,2019 ARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 BEFORE VSE: n valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibilliy of the erector. Additional permanent bracing of the overall Structure is the responsibilty of the building designer. For general guidance regarding fabrication, qualhy control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 DOnofrio Drive, Madison, WI 53719. Ply Sidhu Homes, Inc. Job Truss Truss Type J1047106 JX13 Jack -Open The Truss Company (Sumner). Sumner, WA - 90 Plate Offsets X,Y — LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 EICLL 0.0 ' BCDL 7 0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 Qty 3 1 Job Reference (optional_ 113014855 9320 s Oct 9 2019 MiTek Industries, Inc. Tue Oct 3:3 :33 2019 Page 1 lali3gY2rt5BWc8C8FFiG3Pd6yVTL)s-IYdfHITxA?e)1 urDR9QX720sYH1_51 ?dcqpfayT97K 2-0,0 510-15 2-0-0 3-10-15 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 CSI. TC 0.79 BC 0,03 VVB O. DO Matrix-P REACTIONS. (Ib/size) 3=241/Mechanical, 2=518/0-5-8, 4=14/Mechanical Max Horz 2=105(LC 10) Max Uplift 3=-66(LC 10), 2=-59(LC 10) Max Grav 3=277(LC 17), 2=528(LC 17), 4=33(LC 5) FORCES. (lb) - Max. ComplMax. Ten. - All forces 250 (lb) or less except when shown. DER.. in (loc) 1/dell Uct Vert(LL) -0.00 2 >999 360 Vert(CT) -0.00 2-4 >999 240 Horz(CT) -0.00 3 n/a rife Scale = 122.2 0 r? m PLATES GRIP MT20 185/148 Weight 13 Ib FT = 20% BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc punins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (10) 1) Wind: ASCE 7-10; Vul1-,110mph (3-second gust) Vesc1=87mch, TCDL=4.8ps1; BCDL=4,2ps1, 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 COL=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 desigr. 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. 9) Refer to girder(s) fOr truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 ft) uplift at joint(s) 3, 2. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. October 16,2019 ARNIIVG Vestry desdpr pernmetenv dinf READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE, Design valid for use only...inn MiTelc connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quality Criteria, DSB-89 end BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 DOnotrio Drive, Madison, WI 53719. Job Truss `..11047106 JX14 Truss Type Jack -Open Qty 1 1 Sidhu Homes, Inc. 113014856 The Truss Company (Sumner), Sumner, WA..95390, 4x5 8-0-0 8-0-0 8-0-0 8-0-0 7 Job Reference (optional) 8.320 s Oct 9 2019 MiTek Industries, Inc, Tue Oct 15 13:38:33 2019 Page 1 ID: BgY2rt58Wc8C8FFjG3Pd6yVTLItLYctfHfixA?eL1UrDR9OX?20L1Hdj5fOck.qpfayT97K 15-10-15 7.10.15 1.4 Scale = 1:45.5 Plate Offsets (X,Y)— [1:0-1 8,Edge] LOADING (psf) TCLL 25,0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 TC 0.74 Lumber DOL 1.15 BC 0.56 Rep Stress Ina' YES WB O. 00 Code IRC2015/TPI2014 Matrix -MP DEFL. in (loc) 1/8e8 Ud Vert(LL) -0.16 7-10 >584 360 Vert(CT) -0.39 7-10 >247 240 Horz(CT) 0.01 1 nia n/a PLATES GRIP MT20 220/195 Weight 35 Ib FT .20% LUMBER - TOP CHORD 2x4 DF 2400F 2.0E BOT CHORD 2x4 DF 2400F 2.0E BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) 1=0-5-8, 6=Mechanical, 7=Mechanical. (Ib) - Max Horz 1=219(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 6, 3, 4, 5 except 2=-106(LC 10) Max Grav All reactions 250 lb or less at joint(s) 6, 7, 3, 4, 5 except 1=438(LC 1), 2.426(LC 17) FORCES. (lb) - 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- (11) 1) VVind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=251; Cal. II; Exp B; Enclosed; MVVFRS (envelope) gable end zone; cantilever leftand 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 arty other members. 6) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 7) R der to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3, 4, 5. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 3, 4, 5 except (jt=lb) 2=106. 10) Beveled plate or shim required to provide full bearing surface with truss chord at (oint(s) 2, 3, 4, 5. 11) All dimensions given in feet -inches -sixteenths (FFIISS) format. October 16,2019 A !NO • Verify design perEonsters and REA!? NOTES ON THISAND INCLUDED MITEK REFER ENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design, is based only upon parameters shown, and is for an individual building oarnponent. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTP11 Quality Criteria, DSB-89 end Beni', Building Component Safely Information available from Truss Plate Institute, 583 Donofrio Drive, Madison, WI 53719. Job Truss Truss Type JACK GIRDER QtY 1 PIY Sidhu Homes, Inc. 1 13014857Job J 047106 JX15 -OPEN 2 Reference (optional) 8.320 s Oct 92019 MiTek Industries, Inc. Tue Oct 15 1 ; :35 2019 Page 1 The Truss Company (Sumner), Sumner, WA - 98390. 4-1-8 4-1-8 4x4 JUS24 8-0-0 3-10-8 4x5 1.5x4 II 2 1 13 8 THDH26 48 II JUS24 ID:1B9Y2r158Wc8C8FFjG3Pd6yVTLk-Fx1OiLUChdv3GC?toZZT?4TUNS4FMZPEH32JwjSyT971 10-1-8 12-1-8 14-1-8 16-1-8 117-10-15 2-1-8 2-0-0 12-0-0 2-0-0 1-9-7 3x6 11 12 3x4 II 4-1-8 8-0-0 8-0,12 4,1-8 3-10-8 0-CI-12 Plate Offsets (X,Y)- [12:0-2-0,0-4], [13:0-4-4,0-1-12j LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 ' OWL 7.0 SPACING- 2-0-0 Plate Grip OOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 TC 0.13 BC 0.80 WO 0.68 Matrix -MP 6.00 112 17-10-15 9-10-3 DEFL. in (loc) Udefl L/d Vert(LL) -0.04 12-13 >999 360 Vert(CT) -0.07 12-13 >999 240 Horz(CT) -0.02 10 nla nla Scale = 1153.5 PLATES GRIP M720 185/148 Weight 104 Ib FT = 2 0% LUMBER - TOP CHORE) 2x4 HE No.2 BOT CHORD 2x6 DF SS WEBS 2x4 HE Stud BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. All bearings 0-1-8 except (jt=length) 10=Mechanical, 1=0-5-8, 12=Mechanical. (lb) - Max Horz 1=247(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 10, 1, 6, 7, 8. 9 except 12=-298(LC 10), 4=-166(LC 17) Max Grav An reactions 250 lb or less at (oint(s) 10, 4, 6, 7, 9 except 1=1214(LC 1), 12=3011(LC 1), 8=257(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2450/66, 2-3=-2440/80 BOT CHORD 1-13=-214/2124 WEBS 3-12=-1693/216, 3-13=-313/3105, 2-13=-308/145 NOTES- (16) 1) 2-ply truss to be connected together with 10d (0.131"x31 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 al 0-2-0 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 (E). unless otherwise indicated. 3) Wnd: ASCE 7-10; Vull=110mph (3-second gust) Vas87mph: TCOL=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 It; Exp B; Pad/ally Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 23.0pa1 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 HE 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 at joint(s) 4, 6, 7, 8, 9. 11) Provide mechanical connection (by o(hers) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 1, 6, 7, 8, 9 except at=lb) 12=298, 4=166. 12) Beveled plate or shim required to provide full bearing surface with truss chord at join((s) 4, 6, 7, 8, 9. 13) Use USP JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 4-0-12 to connect truss(es) to front face of bottom chord. 14) Use USP THDH26 (VOth 20-16d nails into Girder & 8-16d nails into Truss) or equivalent at 6-0-12 from the left end to connect buss(es) to front face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber tncrease=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-10=-95, 1-11..14 Concentrated Loads ((b) Vert: 13=.,269(F) 17=-171(F) 18=-2645(F) October 16,2019 A WARNING - Vent), design parameters and READ NOTES ON THIS AND INCLUDED MITEK f7FERENCE PAGE MII-7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of Me building designer. For generat guidance regarding fabrication, Quality control, storage, defivery, erection and bracing, consult ANSMI1 Quality Cabala, DSB-89 and BCSI1 Building ComPonent Safety Information available from Truss Plate Institute, 583 DlOnofrio Drive, Madison, WI 53719. Job Truss Truss Type Qty Ply Sidhu Homes, Inc, J1047106 JX16 ack-Open 1 1 113014858 Job Reference (optional) Comp y (Sumner), Sumner, WA- 98390, Plate Offsets (X,Y)- [6:0-1-8,0-1-0) 3x4 8.320 s Oct 92019 MiTek Industries, Inc. Tue Oc1 15 13:38:36 2019 Page 1 ID:IBgY2rt58Wc8CBFFjG3Pd6yVTLk-j7JovhVgSw1 wuLao7H_EdhOTjUk5105RIi2TGuyT97M 5-9-7 6 3x4 I1 1.10.8 LOADING (psf) TCLL 25.0 (Roof Snaw=25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 SPACING- 2.0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.41 BC 0.20 WB 0.00 Matrix-R LUMBER TOP CHORD 2x4 HE No.2 SOT CHORD 2x4 -IF No.2 WEBS 2x4 HF Stud 6.00 112 5 3-10-15 0 DEFL. in (loc) I/deft Ud Vert(LL) 0,01 5-6 >999 360 Vert(CT) 0.01 5-6 >999 240 Herz(CT) -0.12 3 nla nla PLATES GRIP MT20 185/148 Weight 131b FT=20% Scale = 1:35.3 REACTIONS. All bearings Mechanical except (jt=length) 2=0-1-8, 3=0-1-8. (Ib) - Max Horz 6=103(LC 7) Max Uplift All uplift 100 Ib or less al joint(s) 5, 2, 3 Max Gray All reactions 250 Ib or less at joint(s) 6, 5, 2 except 3=384(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 1-10-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (12) 1) Wind: ASCE 7-10; Vufl=110mph (3-second gust) Vasd=87mpn; 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 2:5.0 psf on overhangs non -concurrent with other live loads. 5) This buss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live, Toads. 6) ' This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide 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 at joint(s) 2, 3. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 5, 2, 3. 11) beveled plate or shim required to provide full bearing surface with buss chord at joint(s) 2, 3. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. October 16,2019 WARNING - Venfy Gest;?7n perantefferx end READ NOTES l3t1 THfSAND 1NCLO/DED MIT£KREFERENCE PAGE M11-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and i5 for an individual building component Applicability of design peramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Add1onal temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing consult ANSVIPI1 quality Cdtede, DSB-89 end BCSI1 Building Component Safety Intonation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Jo 1047106 Truss JX 17 Truss Type Jack -Open Qty 1 Ply 1 Sidhu Homes, Inc. Job Reference (optional) 113014859 The Truss Company (Sumnerj, Sumner, WA - 9839 8.320 s Oct 9 2019 MiTek Induslnes, Inc. Tue Oct 15 13:30:37 2019 Page 1 ID:IBgY2r158Wc8C8FFjG3Pd6yVTLk-BJ1A71 WSDE9nVV8_g_VT9uZdBu3k1TLaXMoOoLyT97G 1-10-8 7-9-7 1-10-8 3x4 1( 7 3x6 II 1-10-8 6,00 112 5-10-15 Scale = 1:40.5 Plate Offsets (X,Y)- [7:0-2-4,0-1- LOADING (psf) TCLL 25.0 (Roof Snow--25.0) TUN_ 22.5 BCLL 0.0 . BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015lrP12014 CS]. TC 0.50 BC 0.23 WB 0.00 Matrix-R DEFL. in (loc) 1/deft Ltd Vert(LL) 0.01 6-7 >999 360 Vert(CT) 0.01 6-7 >999 240 Horz(CT) -0.15 4 n/a n/a REACTIONS, All bearings 0-1-8 except (jt=length) 7=Mechanical, 6=Mechanical. (Ib) - Max Horz 7=120(LC 7) Max Uplift All uplift 100 Ib or less atjoint(s) 6, 3, 4 except 2=-125(LC 10) Max Gray All reactions 250 Ib or less at joint(s) 7, 5, 2, 3 except 4=407(LC 17) FORCES, (Ib) - Max. Comp,/Max. Ten, - All fortes 250 (Ib) or less except when shown, BRACING - TOP CHORD Structural wood sheathing directly applied or 1.10.8 oc puriins, except end verticals, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. PLATES GRIP MT20 185/148 Weight 16 Ib FT =20% NOTES- (12) 1) Wnd: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mpn; TCDL=4.8pst; BCDL=4.2ps1; 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) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 2, 3, 4. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint{s} 6, 3, 4 except (jt=lb) 2=125. 11) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 2, 3, 4. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. October 16,2019 ARMING- Ve7TyCavk,7rz pa,arnMera and READ NOTES ON TH/S AND 1NCLUDEO MITEKREFERENCE PAGE 74738EF Design valid for use only with MTek connectors. This designs based only upon parameters shown, and is for an individual building component. Applicability of design paremerners and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support o1 individual web members only. Additional temporary bracing to insure stability during construction is the responsibillty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVfPl1 Quellty Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSCO. INC. Job Truss Truss Type J1047106 JX 18 Jack -Open Oty 1 1 Sidhu Homes, Inc. Job Reference (optional) 113014860 The Truss Company (Sumner), Sumner, WA- 98390, 8.320 s Oct 9 2019 MiTek Industries, Inc. Tue Oct 15 13:38:38 2019 Page 1 I D:I BgY2r158 Wc8C8FFjG3Pd6y VTLk-fVOYKMX4_YHe7fjAEi0 i i65ph)SMmwbkm 0Xe KnyT97F 9-9-7 10-8 3x4 I I 8 3x4 I 1-10.8 7 1-10-8 6.00 112 7-10-15 6 Scale = 1:45.7 Plate Offsets (X,Y)-- [1: Edge 0-1-12] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015fTP12014 CS!. TC 0.38 BC 0.02 WB 0.00 Matrix-R REACTIONS. All bearings 0-1-8 except gt=length) B=Mechanical, 7=Mechanical, 1=Mechanical. (Ib) - Max Horz 8=-27(LC 8), 1=116(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 2, 3, 4, 5 Max Gran All reactions 250 Ib or less at joint(s) 8, 7, 1, 2, 3, 4 except 5=429(LC 17) FORCES. (Ib) - Max. Comp/Max. Ten. - All forces 250 (Ib) or less except when shown. DEFL. in (Ioc) I/deft Ltd Vert(LL) -0.00 8 >999 360 Vert(CT) -0.00 8 >999 240 Horz(CT) -0.00 5 n/a n/a BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 195/148 Weight 19 Ib FT = 20% Structural wood sheathing directly applied or 1-10-8 oc purlins, except end verticals. 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=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 (Bat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Urtalanced 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 psi bottom chord live load nonconcurrent with any other live loads. 6) 'This truss has been designed for a live load of 23.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be HF No.2 crushing capacity of 405 psi. 8) Refer to glyder(s) for truss to truss connections, 9) Provide mechanical connection (by others) of truss to bearing plate atjoint(s) 2, 3, 4, 5. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 2, 3, 4, 5. 11) Non Standard bearing condition_ Review required. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4, 5. 13) Gap between inside of top chord bearing and first diagonal cr vertical web shall not exceed 0,500in. 14) All dimensions given in feet -inches -sixteenths (FFIISS) format, tr end REAR NOTESOtd T#ff5RN0INCLU0E0 MFTEKREEERi7YCE PAGE MtF74 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component Applicability of design peramemers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction i5 the responsibilliry of the erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding lebricalion, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 BOOR Component Safely Information available from Truss Plate Institute, 583 D'Orwfrio Drive, Madison, WI 53719. October 16,2019 the SS trtc. Job Truss J1047106 JX19 Truss Type Jack -Open Qty Ply 1 1 Sidhu Homes, Inc. Job Reference (optional) 113014861 The Truss Company (Sumner), Sumner, WA - 98390, 4x5 1-10-8 1-10-8 9 4x5 = 8 1-10-8 1-10-8 6.00 12 5.320 s Oct 92019 MiTek Industries, Inc. Tue Oct 15 13:38:38 2019 Page 1 ID:lBgY2rt58Wc8C8FFIG3Pd6yVTLK-fVOYKMX420-107fJAElOii651610emwbkm0XaKnyT97F 11-9-7 9-10-15 7 co a, Scale = 1:50,9 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 LUMBER - TOP CHORD 2x4 )IF 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 !nor YES Code IRC2015/TP12014 CS!. TC 0.68 BC 0.32 VVB 0.00 Matrix-R DEFL. in (loc) 1/defl LJd Vert(LL) 0.01 B-9 >999 360 Vert(CT) 0.01 8-9 >999 240 Horz(CT) -0.22 6 n/a nta BRACING - TOP CHORD BOT CHORD REACTIONS. All bearings 0-1-8 except (jt=length) Mechanical, 8=Mechanical. (lb) - Max Horz 153(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 3, 4, 5, 6 except 8=-125(LC 10), 2.-173(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 8, 2, 3, 4, 5 except 9=321(LC 10), 5,--446(LC 17) FORCES. (1b) - Max, Comp.(Max. Ten. - All forces 250 (Ib) or less except when shown. PLATES GRIP MT20 185/148 Weight: 21 lb FT 20% ^-, Structural wood sheathing directly applied or 1-10-8 oc purtins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (12) 1) Wind: ASCE 7.10; Vult----110mph (3-second gust) Vasdr--87mph; TCD1,4.8ps1; BCDL=4.2psf; h=2511; 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3, 4, 5, 6. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at (oint(s) 3, 4, 5, 6 except (jt=ib) 8=125, 2=173. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4, 5, 6. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. October 16,2019 Ak WARNING Verffy assign parameters end READ NOTES .ON THIS AND INCLUDED MITEK REFERENCE PAGE A/11-7473 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for en individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing $11Own is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSOP11 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison, WI 53719. theTRUSSco. Job J1047106 Truss JX20 Truss Type Jack -Open Ply 1 Sidhu Homes, Inc. Job Reference (optional) 113014862 The Truss Company (Sumner), Sumner, WA- 98390, LOADING (psf) TCLL 25.0 (Roof Sno=25,0) TCDL 22.5 BCLL 0.0 BCDL 7.0 1-10 8 1-10-8 5x6 II 10 9 4x8 MT181-IS II 1-10-8 1-10-8 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 6.00 112 8.320 s Oct 92019 MiTek Industries, Inc. Tue Oct 15 13:38:39 2019 Page 1 ID gY2i158Wc8C8FFiG3Pd6yVTLk-7 i_wY ikirPVIp IMoPXxEJeushjxVNgl_gH7)DyT97 E 13-5-11 11-7-3 CST. DEFL. in (loc) I/deft LJd TC 0.80 Vert(LL) 0.01 9-10 >999 360 BC 0.38 Vert(CT) 0,01 9-10 >999 240 WB 0.00 Horz(CT) -0.26 8 n/a n/a Matrix-R PLATES GRIP MT20 185/148 MT18HS 185/148 Weight 23 Ib FT = 20q Scale = 1:55.3 LUMBER- BRACING - TOP CHORD 2x4 HE No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 HF Stud REACTIONS. All bearings 0-1-8 except (jt=length) 10=Mechanical, 8=Mechanical, 9=Mechanical. (Ib) - Max Horz 10=159(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 8, 3, 4, 5, 6, 7 except 9=-150(LC 10), 2=-195(LC 10) Max Gray All reactions 250 Ib or less at joint(s) 8, 9, 2, 3, 4, 5, 6, 7 except 10=381(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-261/30 NOTES- (12) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=251t; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (fiat roof snow); Category II;, Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This buss has been designed for a live load of 23.0pst on the boliom 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 3, 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, 3, 4, 5, 5, 7 except (jt=Ib) 9=150, 2=195. 11) Beveled plate or shim required to provide full bearing surface with truss chord al joint(s) 2, 3, 4, 5, 6, 7. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. KING- Verity dash€ parameters aril READ NC37E5 t7N THJSAND tNCLUDED M/TFJ( REFERENCE PAGE MI1.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing 10 insure stability during construction is the responsibillity of the erector. Additional permenem bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality central, storage, delivery, erection and bracing, consult ANSMI1 Quality Criteria, DSB89 end BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D`Onofrio Drive, Madison, WI 53719. October 16,2019 Job Truss Truss Type 4ly Ply Sidhu Homes, Inc. J1047106 X21 Jack -Open 1 1 113014863 Job Reference (optional) e Truss Company (Sumner), Sumner, WA- 98390, -2-0-0 8.320 s Oct 9 2019 MiTek Industries, Inc. Tue Oct 15 13;38:40 2019 Page 1 ID:IBgY2rt58Wc8C8FFjG3Pd6yVTLk-buYJ12YKW9XMMz1ZM73AnXB5154hEg71 D KOgPgyT97D 5-10-15 LOADING (psi) TCLL 25.0 (Root Snow-25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 LUMBER. TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 OF SS WEBS 2x4 I -IF Stud 2-0-0 5-10-15 1.5x4 II 3 8-0-0 8-0-0 Scale= 1:22.7 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC20151TP12014 CSI. TC 0.67 BC 0.28 WB 0.06 Matrix-P DEFL. in floc) 1/defl Lid Vert(LL) -0.05 2-5 >999 360 Vert(CT) -0.11 2-5 >847 240 Horz(CT) 0.00 n/a rite REACTIONS. (lb/size) 2=633/0-5-8, 4=212/Mechanical Max Horz 2=103(LC 10) Max Uplift 2=-55(LC 10), 4=-12(LC 10) Max Gray 2=653(LC 17), 4=237(LC 17) FORCES. (IP) - Max. Comp./Max. Ten. • Ail forces 250 (lb) or less except when shown. WEBS 3.5=-254/61 BRACING - TOP CHORD BOT CHORD PLATES GRIP MT20 1851148 Weight 301b FT = 20% Structural wood sheathing directly applied or 5-10-15 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; BCOL=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 H F 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 joints) 2, 4. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. October 16,2019 Veslfy dsslgrr parameters andr4EAD NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M/I-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members onty. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and IIT bracing, consult ANSPI1 Quality Criteria, DSB-89 and BCSI1 Building ComponentSafety Information available from Truss Plate Institute, 583 D'Oralrio Drive, Madison, WI 53719. Job Truss Truss Type Q1y Ply Sidhu Homes, Inc. 01047106 JX22 Jack -Open 1 1 113014864 Job Reference (optional) e l fuss company (Sumner), umner, WA- 98390, Plate Offsets (X,Y)-- [2:0-1.8,Edge] 8.320 s Oct 92019 MiTek Industries, Inc. Tue Oct 15 13:38:41 2019 Page 1 I D:I BgY2rt58Wc8C5F FjG3Pd6yVTLk-346hz0ZzHTfD_7SlvgaP KkjDWVNkzFFAS_m Ex6yT97C -2-0-0 7-10-15 2-0-0 7-10-15 8-0-0 8-0-0 1.5x4 II 4 Scale = 127.7 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress I ncr YES Code IRC2015/TP12014 CS!. TC 0.66 BC 0.48 WB 0.13 Matrix -MP DEFL. in poc) I/deft Ud Vert(LL) -0.18 6-9 >541 360 Vert(CT) -0.39 6-9 >244 240 Horz(CT) 0.01 2 n/a n/a PLATES GRIP MT20 185/148 Weight 301b FT = 20% LUMBER - TOP CHORD 2x4 OF No.1&Btr BOT CHORD 2x4 of 2400F 2.0E WEBS 2x4 HF Stud REACTIONS, (lb/size) 2=647/0-5-8, 5=406/Mechanical Max Horz 2=132(LC 10) Max Uplift 2=-44(LC 10), 5=-59(LC 10) Max Gray 2=661(LC 17), 5=463(LC 17) FORCES. (Ib) - Max, Comp./Max. Ten, - All forces 250 (Ib) WEBS 34)=-401/82 less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2.2-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (10) 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf, h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (hat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This buss 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 fora 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) 2, 5. 10) All dimensions given in feet -inches -sixteenths (FFIISS) format. October 16,2019 A READ NO 'O fNcL8JD,ED MITEK REFERENCE PAGEMIF7473$EFORE D, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is loran individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibhlity of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPII Quellty Criteria, DSB-89 end BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSc(a. INC, Job J1047106 Truss JX23 Truss Type Jack -Open City 1 Ply 1 Sidhu Homes, Inc. Job Reference (optional) 113014865 The Truss Company (Sumner), Sumner, WA- 98390, -2-0-0 2-0-0 8.320 s Od 9 2019 MiTek Industries, Inc. Tue Oct 15 13:3B:42 2019 Page 1 ID.IBgY2rt58Wc8C8FFjG3Pd6yVTLk-XHg3Akab2mn4cG1 xTY5esyGOGvh9ikaJgeVnTYyT97B B-0-0 9-10-15 8-0-0 1-10-15 l 8-0-0 8-0-0 0 Scale = 1:31.3 Plate 01Fsets (X,Y)— [2:0-1-12,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 LUMBER - TOP CHORD 2x4 OF No.1&Btr BOT CHORD 2x4 HF No.2 CS!. TC 0.86 BC 0.60 WB O.CO Matrix -MP DEFL. in (loc) I/dell Lid Vert(LL) -0.16 5-8 >599 360 Vert(CT) -0.40 5-8 >240 240 Horz(CT) 0.01 3 Na n/a REACTIONS. (lb/size) 2=632/0-5-8, 5=82/Mechanical, 3=529/0-1-8 Max Horz 2=157(LC 10) Max Uplift 2=-29(LC 10), 3=-122(LC 10) Max Gray 2=632(LC 17), 5=130(LC 5), 3=627(LC 17) 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 281b FT = 20% Structural wood sheathing directly applied or 2-2-0 oc puriirts. 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.Bpsf; BCDL=4.2psf; h=251t, Cat, II; Sep B; Enclosed; MWFRS (envelope) gable end zone 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 Toad 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. 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 at joint(s) 3. 10) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 100 lb uplift at joint{sj 2 except {jt=lb) 3=122. 11) Beveled plate or shim required to provide full bearing surface with truss chord al joint(s) 3. 12) All dimensions given in feet -inches -sixteenths (FFIISS) format. ntilevor left a ht exposed ; an October 16,2019 A WARNING - V&fy desrgn parameters end READ NOTES ONTRIS AND INCLUDED MITER REFERENCE PAGE MW1-7473 BEFORE USE. Design valid for use only with Mrrek connectors. This design is based only upon parameters shown, and is for en individual building component. Applicability of design peramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI1 Quality Citede, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 DOnotrio Drive, Madison, WI 53719, Job Truss J1047106 JX24 Truss Type Jack -Open Qty 1 Sidhu Homes, Inc. ob Reference (optional) 113014866 The Truss Company (Sumner), Sumner, WA- 98390, 2-0-0 4x4 = 8-0-0 8-0-0 8-2-0 8-3-0 10:IBgY2rt58Wc8C8FHG P .320 s Oct 9 2019 MiTek Industries, Inc. Tue Oct 15 13:38:43 2019 Page 1 yVTLk-0TERN4bDp4vxDOc81Fcl:P9pYkJ0YRBqTvHFLO._yT97A 11-1-11 3-1-11 4 Scale 1:34.4 Plate Offsets (X,Y)-- [2:0-2-0,Edgej LOADING (psf) TCLL 25.0 (Roof Snowm-25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL. 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 DF No.18iBtr BOT CHORD 2x4 DF No.18.13a CS!. TC 0.94 BC 0.59 WB 0, CO Matrix -MP REACTIONS. All bearings Mechanical except (jt=length) 2=0-5-8, 3=0-1-8. (Ib) - Max Horz 2=177(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 4, 2 except 3=-116(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 4, 5 except 2=653(LC 17). 3=533(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. DEFL. in (loc) 1/dell Ud Vert(LL) -0.15 5-8 >648 360 Vert(CT) -0.36 5-8 .264 240 Horz(CT) 0.01 2 n/a 0/0 PLATES GRIP MT20 220/195 WeIght 31 lb FT = 20% BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (12) 1) VVind: ASCE 7-10; Vu9=110mph (3-second gust) Vasd=87mph; TCOL=4.8psf; BCOL=4.2ps1; h=25f1; Cat. Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.80 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Cr=1.10 3) Unbalanced snow leads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 limes flat roof load of 2.5.0 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 tor a live load of 23.Opsf on th8 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 -Ca) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2 except (/t=lb) 3=116. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3, 12) All dimensions given in feel -inches -sixteenths (FFIISS) format. Mx. October 16,2019 WARNING - VoN'y design persirmners and REA0 NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design commenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary treeing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIgPil Quality Criteria, DSB-89 and BCSII Building Component Safety information available from Truss Plate Institute, 583 D'Onotrio Drive, Madison, WI 53719. theTRUSSco, INC. Jo Qty Ply Sidhu Homes, Inc. J1047106 The Truss Company (Sumner), JX25 Sumner, WA- 98390, Truss Type Hack -Open 1-9-8 1 Job Reference (optional) 113014867 8.320 s Oct 92019 MiTek Industries, Inc. Tue Oct 15 13:38:43 2019 Page 1 ID:IBgY2rt58Wc8C8FFjG3Pd6yVTLk-0TERN4bDp4vxDOc81FclP9ph7J9PRBgTvHFL0yT97A 3-8-7 3x4 \\ 1-9-8 1-9-8 1-9-8 1-10-15 6 Scale = 1:14. Plate Offse JX,Y)— [1:Edge,0-1-2) LOADING (psf) TCLL 25.0 (Roof Snow 25.0) TCDL 22.5 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.34 BC 0.02 WB 0.00 Matrix- P DEFL. in (loc) I/defl Lid 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 M 720 185/ 146 Weight 71b FT=20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (Ib/size) 1=185/Mechanical, 2=172/Mechanical, 3=12/Mechanical Max Horz 1=54(LC 10) Max Uplift 1=-11(LC 10), 2=-47(LC 10) Max Gray 1=185(LC 17), 2=175(LC 17), 3=30(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 1-9-8 oc largos. 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=4.8ps1; BCDL=4.2psf; h=25f1; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; and 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 a 10.0 psf bottom chord live load nonconcurrenl 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) o1 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. October 16,2019 Q WARNING - Verify design peremefers and READ NOTES ON THIS AND INCLUDED MITEKREFERENCE PAGE MIF7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarQmg labrication, quality control, storage, delivery, erection end bracing, consult ANSVTPII Quality Crlteda, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss J1047106 JX26 Truss Type Jack -Open Qty 1 Ply 1 Sidhu Homes, Inc, Job Reference_jip) 113014868 The Truss Company (Sumner), Sumner. WA 3x4 8.320 s Oct 9 2019 M/Tek Industries, Inc, Tee Oct 15 13:38:44 2019 Page 1 ID:If3gY2rt58Wc8C8FFjG3Pd5yVTLIc-UfopbC)bra010raBKby76xNLIcCiVeAe4c8x_uYRyT979 1-9-8 5-8-7 1-9-8 1-9-8 1-9-8 3-10-15 Scale = 1:19.8 Plate Offsets (X,Y)— [1:Edge,0-1-2 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inc( YES Code IRC20151TPI2014 CS!, TC 0.88 BC 0.02 WB 0.00 Malrix-P DEFL. in (loc) l/defl L/d PLATES GRIP Vert(LL) -0.00 1 >999 360 MT20 185/148 Vert(CT) -0.00 1-3 >999 240 Horz(CT) -0.00 2 n/a n/a Weight 10 lb FT =20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (lb/size) 1=280/Mechanical, 27-267/Mechanical, 3=12/Mechanical Max Horz 1=82(LC 10) Max Uplift 1=-22(LC 10), 2=-72(LC 10) Max Grav 1=283(LC 17), 2=284(LC 17), 3=30(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 1-9-8 oc punins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wnd: ASCE 7-10; Vu9=110mph (3-second gust) Vasd=87mph: TCDL=4.8psf. BCDL=4.2psf; h=25ft, 11; Exp B; Enclosed; MWFRS (envelope) gable end zone, cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10. Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1,10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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 tre 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) 1, 2. 9) All dimensions given in feet -inches -sixteenths (FFIISS) forrnat. October 16,2019 A WARNING - VerIfy design priremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-74 F U Design valid for use only with MiTek connectors. This design is based only upon parameters shown, end is for an individual building component Applicability of design paramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection and bracing, consult ANSUTPIl Quality Castle. DSB-89 and BCSI1 Building Component Safety Information available from Truss P"late Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. IJob iTrussTruss Type 01047106 JX27 Jack -Open Qty 1 Ply Sidhu Homes, Inc, Joh Reference o tionat 113014869 The Truss Company (Sumner), Sumner, WA 98390, -2-0-0 2-0-0 1 1-10-15 1-10-15 8.320 500 9 2019 Mffek Industries, Inc. Tue Oct 15 13:38;45 2019 Page 1 ID:1BgY2rt58WC8C8FFjG3Pd5yVTLkisLComoTLh9eTkmVV8geLUau0h6OMv5KMNbkR4lyT978 5-5-8 5-5-8 Scale = 1:14.4 00 0 Plate Offsets (X,Y)— [2:Edge,0-2-10] LOADING (psf) TCLL 25.0 (Root Snow425.0) TCOL 22.5 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.40 BC 0.25 WB 0.60 Matrix-P LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (lb/size) 3=-16/Mechanical, 2=423/0-3-8, 4=36/Mechanical Max Horz 2=50(LC 10) Max Uplift 3=-63(LC 16), 2=-38(LO 10) Max Grav 3=12(LC 6), 2=424(LC 17), 4=88(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DEFL. in (loc) I/defl Ud Vert(LL) -0,05 2-4 >999 360 Vert(CT) -0.08 2-4 >777 240 Horz(CT) -0.00 3 rda n/a PLATES GRIP MT20 185/148 Weight 12 lb FT = 20% BRACING - TOP CHORD BOT CHORD Structural wood sheathing direct y applied or 1-10-15 oc puffins. 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=251t; 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 D0L=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 (RAS 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 lb uplift at joint(s) 3, 2. 10) Use USP JUS24 (With 4-10d nails into Girder 8 2-10d rails into Truss) or equivalent spaced at 2-0-0 oc max, starting at 2-0-12 from the left end to 4-0-12 to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber, 12) In the LOAD CASE(S) section, loads applied to the face of Me truss are noted as front (F) or back (B). 13) All dimensions given in feet -inches -sixteenths (FFIISS) formal LOAD CASE(S) Standard 1) Dead • Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-95, 2-4=-14 October 16,2019 WANING - v D INCLUDED afIrEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors.. This design is based only upon parameters shown, end is for an individual building component. Applicability of design pararnenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bfacing, consult ANSVTPI1 Quality CrIteda, DSB-89 end BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onolrio Drive, Madison, WI 53719. Job Truss Tress Type ply Ply Sidhu Homes, Inc. J1047106 JX28 Jack -Open 1 1 113014870 Job Reference (optional) e1 russcompany(sunrler), umner, WA-00 0 8.320 s Oct 92019 MiTek Industries, Inc. Tue Oct 15 13:38:46 2019 Page 1 ID:1BgY2rtS8VVc8C8FFiG3Pd5yVTLk-O2va06d56?HV4uKjiN9a1oRBI-IVV8neYZvbFT?cJyT977 3-10-15 3-10-15 5-5-8 5-5-8 Scale = 1;16.8 Plate Offsets (X,Y)— 2:Ed e,0-2- 0 LOADING (psf) TCLL 25,0 (Roof Snoiff=25,0) TCDL 22.5 BCLL 0.0 ' BCDL 7 0 SPACING- 2-0-0 CSI, Plate Grip DM 1.15 TC 0.45 Lumber DOL. 1.15 BC 0.24 Rep Stress lncr YES WB O. CO Code IRC2015/TPI2014 Matrix-P DEFL. in (loc) Ifde1I Ud PLATES GRIP Vert(LL) -0.04 2-4 >999 360 M720 185/148 Vert(CT) -0.07 2-4 >B32 240 Horz(CT) -0.00 3 Na n/a Weight 14 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (lb/size) 3=117/Mechanical, 2=474/0-3-8, 4=35/Mechanical Max Horz 2=77(LC 10) Max Uplift 3=-36(LC 10), 2=-40(LC 10) Max Grav 3=134(LC 17), 2=480(LC 17), 4=86(LC 5) FORCES. ((b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 3-10-15 oc punins. Rigid ceiling directly applied or 10-0-0 oc bracing, NOTES- (10) 1) Wind: ASCE 7-10; Vult=11Dmph (3-second gust) Vasd=87mph; TC0L=4,8psf; BCDL=4.2psf, h=25ft; Cat. II; Exp B; Enc(osed; MVVFRS (envelope) gable end zone; cantilever lett and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (eat roof snow); Category II; Grp B; Partially Exp,; Ct=1,10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 limes flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottorn 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 beatings are assumed to be -IF 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 teet-inches-sixteenths (FFIISS) formal. October 16,2019 A Ve 947 THIS ANT) INCLUDEO MITEX F ENCE PAGE MH-7473 SC -FORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design peramenters and proper incorporation of component is responsibility of building:designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillIty of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSMI1 Quality Ctitede. DSB-89 end 80811 Building Component Safety Informaeon available from Truss Plate Instaute, 583 DOnofrio Drive, Madison, WI 53719. theTRUSSco, uc Job 1047106 Truss JX29 Truss Type Jack -Open 0 1 Ply 1 Sidhu Homes, Inc. Job Reference (optional) 113014871 The Truss Cpmpany (Sumner), Sumner, WA- 98390, 3x4 8.320 s Oct 9 2019 MiTe4 Industries, Inc. Tue Oct 15 13:38:46 2019 Page 1 ID:IBgY2rt58Wc8C8FFjG3Pd6yVTLk-Q2va06d56?HV4uKjiN9a1 oRGRWB0eYZvbFT?cJyT977 1-10-15 1-10-15 1-10-15 1-10-15 2 i Scale = 1:9.4 Plate Offsets (X,Y)— [1:Edge,0-2-10] LOADING (psf) TCLL 25.0 (Roof Snow--25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CST. TC 0.08 BC 0.03 WB 0.00 Matrix-P DEFL. in (loc) I/deft Ud Vert(LL) -0.00 1 >999 360 Vert(CT) -0.00 1-3 >999 240 Horz(CT) -0.00 2 n/a nta PLATES GRIP MT20 185/148 Weight 5 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 REACTIONS. (lb/size) 1=102/0-5-8, 3=14/Mechanical, 2=88/Tvlechanical Max Horz 1=27(LC 10) Max Uplift 1=-1(LC 10), 2=-24(LC 10) Max Gras 1=102(LC 1), 3=33(LC 5), 2=B8(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - AS forces 250 (lb) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) Wind: ASCE 7-10; Vuh=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2psf; h=25it; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; C1=1.10 3) Unbalanced snow loads have been considered for this design_ 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads. 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. 8) All bearings are assumed to be HF No.2 crushing capacity o1405 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 lb uplift at joint(s) 1, 2. 9) All dimensions given in feet -inches -sixteenths (FFIISS) format. October 16,2019 WARNING - Ver7y design peramefens and READ NOTES ON THIS AND /NCL UDEO MIT EX REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stablityrluring construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSVTPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available front Truss Pate Ins1ANe, 583 D'Onofrio Drive, Madison, WI 53719. Job Truss Truss Type QtY Ply Sidhu Homes, Inc. J1047106 X30 Jack -Open 1 1 113014872 Job Reference (optional) e Truss qompsny ( umner), umner, WA - 9839 , 1 8,320 s Oct 82019 MiTek Industries, Inc. Tue Oct 15 13:38:47 2019 Page 1 ID:18gY2rt58Wc8C8FFiG3Pci6yValt-uETyDRejlJPMi2vi/G5hot?zNYwXFN?p3qvDY9myT976 2-0-0 3-10-15 I I 2-0-0 1-10-15 2-0-0 2-0.0 0 Scale = 114.5 Plate Offsets (X)— 11:Edge.0-2-10] LOADING (pot) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 CSI. TC 0,38 BC 0.03 WE 0.03 Matrix-P DEFL. in (loc) 1/defl Ud Vert(LL) -0.00 1 >999 360 Vert(CT) -0.00 1-3 0999 240 Horz(CT) -0.00 2 n/a n!a REACTIONS. (lb/size) 1=194/0-5-8, 2=181/Mechanical, 3=14/Mechanical Max Horz 1=54(LC 10) Max Uplift 1=-12(LC 10), 2=-48(LC 10) Max Gray 1=195(LC 17), 2=185(LC 17), 3=33(LC 5) FORCES. (lb) - Max. ComplMax. Ten. - All forces 250 (Ib) or less except when shown. BRA CI NG- TOP CHORD BOT CHORD PLATES GRIP MT20 185/148 Weight 8 b FT = 20% Structural wood sheathing directly applied or 2-0-0 oc puriins Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (9) 1) VVind: ASCE 7,..10; Vult-,110mph (3-second gus)) Vasd=87mph; TCOL=4.8psf; BCOL=4.2ps1; h=25ft; Cat. II; Exp 6; Enclosed; MVVFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,60 plate grip DOL=1.60 2) TCLL: ASCE 7.10; P1=-25,0 psf (flat roof snow); Category It; Exp El; Partially Lop.; 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) 1, 2. 9) All dimensions given in feet -inches -sixteenths (FFIISS) formal. October 16,2019 WARNING Verify design pen:ureters rine! READ NOTES ON THA 5 AND INCLUDE!, MITEK REFERENCE PAGE MB-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is Ole responsibillity of the erector. Additional permsnent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, duality control, storage, delivery, erection and bracing, consult ANSVTPI1 Quality CrIteda, DSB-89 and BCSI1 Building Component Safety Intimation available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job J1047106 Truss UX31 Truss Type Jack -Open Girder Qty Ply Sidhu Homes, Inc. 113014873 The Truss Company (Sumner), Sumner, WA 98390, Job Reference (optional) 8.320 s Oct 9 2019 MiTek Industries, Inc. Tue Oct 15 133648 2019 Page 1 ID:1BgY2r158)/Vc8C8FFjG3Pd6yVTLk-MR1KRneMecXDKBU5q0C26DWcVK:w6RTC3Zy6hCyT975 1 3x4 = 1-9-14 6153 2 3 1.5x4 II HD26 5 1-9-14 1-9-14 2x4 II 2 2-6-0 0-8-2 2-6-0 0.8-2 4 11) Scale = 1:9.1 LOADING (psf) TCLL. 25.0 (Roof Snow=25.0) TCOL. 22.5 BOLL 0.0 BCDL 7.0 LUMBER - TOP CHORD 2x4 HF No,2 BOT CHORD 2x6 DF SS WEBS 2x4 HF Stud SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress incr NO Code IRC20151TPI2014 REACTIONS. (Ib/size) 1=1559/0-5-8, 3=549/Mechanical, 4=.29/Mechanical Max Horz 1=23(LC 10) Max Uplift 1=-94(LC 10), 3=-32(LC 10), 4=-39(LC 17) Max Gray 1=1559(LC 1), 3=549(LC 1), 4=32(LC 19) CSL TC 0,11 BC 0.13 WB 0.10 Matrix-P FORCES. (lb) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown, WEBS 2-5=-43/543 DEFL. in (loc) I/dell L/d Vert(LL) .000 1 >999 360 Vert(CT) -0.00 5 >999 240 Horz(CT) 0.00 3 n/a n/a PLATES GRIP MT20 185/148 Weight 17 Ib FT = 20% BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (13) 1) 2-ply truss to be connected together with 105 (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 - 3 rows staggered *10-2-0 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=4.8ps1, 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 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 a 10.0 psf bottom chord live load nonconcorrent 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) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 It uplift at joint(s) 1, 3, 4. 11) Use USP TH026 (VVith 18-16d nails into Girder & 12-10d x 1-1/2 nails into Truss) or equivalent *10-9-12 from the left end to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead * Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-95, 1-4=-14 Concentrated Loads (Ib) Vert: 6=-1904(F) October 16,2019 A WARNING Verify dssIgn parameters anc, READ NOTES ON THIS ANSI INCLUDE° MITEK REFERENCE PAGE x4.4. 7473 EEFORE USE. Design valid for use only with MiTek connectors. This design, is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillny of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSUTPI1 Quality Criteria, DSB-89 and B0S11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onefrie Drive, Madison, WI 53719. theTRUSSco, INC, Job P1047106 Truss MX01 Truss Type Monopitch Qty 5 Ply 1 Sidhu Homes, Inc. 113014874 The Truss Company (Sumner), Sumner, WA - 98390, un 8 -2-0-0 Job Reference (optional) 8.320 s Oct 92019 MiTek Industries. Inc. Tue Oct 1513:38:49 2019 Page 1 ID:IBgY2rt5BWc8C8FFjG3Pd6yVTLk-gdbie7f_Owf4yL3HNWjHeQ3fq 9rrvJLHDifDeyT974 5-5-8 2-0-0 LOADING (psf) TCLL 25.0 (Roof Snaw=25.0) TCDL 22.5 BCLL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IRC2015/TPI2014 LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HE No.2 WEBS 2x4 HE Stud REACTIONS. (lb/size) 4=254/0-5-8, 2=515/0-3-8 Max Horz 2=89(LC 9) Max Uplift 4=-28(LC 10), 2=-52(LC 10) Max Gray 4=284(LC 17), 2=524(LC 17) 5-5-8 Scale = 1:20.6 3 5-5-8 5-5-8 CS!. TC 0,52 BC 0.28 WB 0.00 Matrix -MP DEFL. in (roc) 1/defl Ud Vert(LL) -0,03 4-7 >999 360 Vert(CT) -0.08 4-7 >770 240 Horz(CT) 0.00 2 nla n/a PLATES GRIP MT20 185/148 Weight 19 Ib FT = 20% FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-5-8 oc pudins, except end verticals. 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=251t; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1,10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min 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) 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. October 16,2019 WARNING - Verb)/ dasfgn peramarers wtd READ NOTES ON TNISAND INCLUDED MITES REFERENCE PAGE M11-7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component, Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSViP11 Quality Criteria, DSB-89 and BCSI1 Bung Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison. WI 53719. theTRUSSco. m c. Job J1047106 Truss MX02 Truss Type Monopitch Oty 1 Pry 1 Sidhu Homes, Inc. 113014875 The Truss Sompany (Sumner), Sumner. WA 98390, 3x4 Job Reference (optional) 8.320 s Ort 9 2019 MiTek Industries, Inc. Tue Oct 15 13:38:50 2019 Page 1 ID:ISgY2r158Wc8C8FEjG3PdEyVTLk-Ip95rTgc9EnkZVeUxDEVVBebur7REaNIZVWIRCI4yT973 5-5-8 6 00 F12 5-5-8 5-5-8 3x4 2 5-5-8 Scale= 1:18 2 Plate Offsets (X,Y)— [1:0-1-8,EdgeJ LOADING (psi) TCLL 25.0 (Roof Snow=25,0) TUX 22,5 BCLL 0.0 • BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL. 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.56 BC 0.46 VVI3 0.00 Matrix -MP DEFL. in fl(c) I/deft I.Jd Verl(LL) -0.05 3-6 >999 360 Vert(CT) -0.12 3-6 >522 240 Hosz(CT) 0.00 1 nra n/a PLATES GRIP MT20 185/148 Weight 17 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x4 HF No.2 WEBS 2x4 HF Stud REACTIONS. (lb/size) 1=290/0-3-8, 3=290/0-5-8 Max Horz 1=76(LC 9) Max Uplift 1=-16(LC 10), 3=-35(LC 10) Max Grav 1=292(LC 16), 3=304(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 5-5-8 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- (8) 1) Wind: ASCE 7.10; %Jr./1=110mph (3-second gust) Vasd=87mph; TCDL=4.8ps1; BCDL=4.2ps1; h=2511, 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 a 10.0 psf boftom chord live load nonconcurrent with any other live toads. 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 Jp1 i ft at joint(s) 1, 3. 8) All dimensions given in )eet-inches-sixteenths (FFIISS) forrnal. October 16,2019 VW* de3ign pergmeter9 and N TE D L(DED MIrEK REFERENCE RADE IBII-7473 BEFORE U Design valid for use only with MiTek connectors. This design is based only upon parameters shcnvn, and is for en individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibklity of the erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPII Quality Criteria, DSB-89 end BCSII Building Component Safety Information available from Truss Plate Institute, 583 DOnofrio Drive, Madison, WI 53719. theTRUSSco. INC Job Truss Truss Type Oty Ply Sidhu Homes, Inc. J1047106 RO1 Corner Rafter 2 1 113014876 Job Reference (optional) I Plate Offsets pang (Sumner), Sumner, WA- ye3yo, -2-9-15 11-2-4 2-9-15 11-2-4 NAI LED NAILED 4x8 NAILED NAILED443 12 SNP3 SNP3 4x8 14 ( SNP3 x8 4xB 4x8 4.24 12 2 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 SPACING- 2.0.0 Plate Grip DOL, 1.15 Lumber DOL. 1.15 Rep Stress Inc,- NO Code IRC2015/TPI2014 8.320 s Oct 9 2019 MTek Industries, Inc. Tue Oct 1513:38:51 2019 Page 1 ID: BgY2rt58Wc8C8FF"G3Pd6yVTLk-nOjT3phEwXwoefDgVwlljrsxoXueJopeIXBmIXyT972 _r...,._...�__.... 28-10-6 17-8-2 __...................... NAILED 3x6 NAILED 4 CSI. TC 0.81 BC 0.00 WB 0.00 Matrix -MP 4.24 IT2 NAILED NAILED 7 DEFL. in (loc) I/defl Utl Vert(LL) -0,21 2.3 >630 360 Vert(CT) -0.32 2-3 >408 240 Horz(CT) -0,00 10 n/a n/a NAILED NAILED 10 11 jq Scale = 1:60.9 0 PLATES GRIP MT20 185/148 Weight 68 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 'Except' 1-5: 2x4 DF No.1&Btr BOT CHORD 2x6 DF SS BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-2-2 except Qt=length) 2=0-7-6. (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=-132(LC 6), 3=-254(LC 10) Max Gray All reactions 250 lb or less at joint(s) except 2=828(LC 1), 3=1016(LC 1), 4=292(LC 1), 6=295(LC 1), 7=342(LC 17), 8=390(LC 17), 9=381(LC 17), 10=317(LC 17) FORCES, (Ib) - Max. Comp./Max- Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-327/183 NOTES- (19) 1) Wind: ASCE 7-10; Vult=l lomph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCOL=4.2psf; h=25ft; Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1,60 2) TCLL: ASCE 7-10; Pf=25.0 psi (flat roof snow); Category ll: 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 nonconcurrenl 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 joints) 2 considers parallel to grain value using ANSITTPI 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) 3, 4, 6, 7, 8, 9, 10. 10) Provide mechanical connection (by others) of truss to bearirg plate capable of withstanding 100 Ib uplift at joint(s) 4, 6, 7, 8, 9, 10 except (jl=Ib) 2=132, 3=254. 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 1-12 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 lett, sloping -26.6 deg. down. 13) Use USP SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-112 nails into Truss) or equivalent at 8-5-6 from the Iett 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 1-12 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) 80 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. 18) In the LOAD CASE(S) section, bads applied t0 the face of the truss are noted as from (F) or back (8). 19) All dimensions given in feet -inches -sixteenths (FFI ISS) format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Inceease=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-11=-95 Concentrated Loads (Ib) Vert; 3=-229(B) 4=-23(B) 6=-26(B) 7=-29(B) 8=-32(Bj 9 —34(B) 10= 60(B) 12=148(F=73, B=73) 13=-16(F=-14, B=-2) 14=-268(F —142, B=-125) October 16,2019 WARNING • Very design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MP-7473 BEFORE USE. Design valid for use oroy with MTek connectors. This design is based only upon parameters shown, and is for an individual building component , Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillty of the erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection end bracing, consult ANSVTPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 'Job J1047106 Truss Truss Type R02 Corner Rafter Qh )Ply 1 Sidhu Homes, Inc. Job Reference o 113014877 The Truss .Company (Sumner), Sumner, WA- 98390, -2-9-15 11-2-4 ID_ IBgY2rt58Wc6C8FFjG3P .320 s Oct 9 2019 MiTek Industries, Inc. The Oct 15 13:38:53 2019 Page 1 iyVTLk-jOgDUViUS9AWQzN3cLn D pGDG8La6nilxCrgsMPyT970 27-9-11 2-9-15 d -1 4x8 NAILED NAILED 11 4x8 4x8 11-2-4 NAILED NAILED 12 4x8 SNP3 SNP3 13 4x8 4.24 I12 SNP3 4x8 4x8 NAILED 4 NAILED 3x6 16-7-6 4.24 12 NAILED NAILED 14 7 Special NAILED Scale 1:58.7 10 01 Plate Offsets (X,Y)- [2:0-2-0,0-2-0],[3:0-1-4,0.2.0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Ina NO Cade IRC20151TPi2014 CS!. TC 0.88 BC 0.00 WB 0.00 Matrix -MP DEFL. in (loc) I/dell Lid Vert(LL) -0.21 2-3 >630 360 Vert(CT) -0.32 2-3 >408 240 Horz(CT) -0.00 9 nla Na PLATES GRIP MT20 185/148 Weight. 67 lb FT =20% LUMBER - TOP CHORD 2x4 HF No.2 `Except' 1-5: 2x4 DF Na.l&Btr BOT CHORD 2x6 DF SS BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins. Rigid ceiling directly applied or 10.110 oc bracing. REACTIONS. All bearings 0-2-2 except (jt=length) 2=0-7-6. (Ib) - Max Horz 2=307(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 4, 6, 7, 8 except 2=-136(LC 6), 3=-254(LC 10), 9=-111(LC 6) Max Gray All reactions 250 Ib or less at joint(s) except 2=828(LC 1), 3=1016(LC 1), 4=292(LC 1), 6=298(LC 17), 7=354(LC 17), 8=251(LC 17), 9=654(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-313/183 NOTES- (20) 1) Wmd: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.8psf; BCDL=4.2ps1; h=251t; Cat. II; Exp 8; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and r.ght exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (fat 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 Bat 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 bad 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 joire(s) 2 considers parallel to grain value using ANSI/TPI 1 angle 10 grain formula. 6uilding designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3, 4, 6, 7, 8, 9. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 6, 7, 8 except (jt=lb) 2=138, 3=254, 9=111. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2, 3, 4, 6, 7, 8, 9. 12) Use USP SNP3 (With 6-8d x 1-12 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 lop chord, skewed 45.0 deg.to the left, sloping -26.6 deg. down. 13) Use USP SNP3 (With 6-8d x 1-12 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 11-3-5 from the left end Io connect truss(es) to front face of top chord, skewed 45.0 deg.lo the left, sloping -26.6 deg. dcwn. 14) Use USP SNP3 With 6-8d x 1-12 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.ta 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 1-12" 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 chards. Bending of extended flanges is permitted. 18) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 63 Ib down and 22 Ib up at 25-6-2 on top chard. The design/selection of such connection device(s) Is the responsibility of others. _ 19) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 20) All dimensions given in feet -inches -sixteenths (FFIISS) format. LOAD CASE(S) Standard 1) Dead s Snow (balanced): Lu Uniform Loads (plf) Vert: 1-10 —95 a 15, Plate Increase=1.15 October 16,2019 Continued on page 2 G - VarHy sfr,slgn petameter5 arid READ NOT£& ON mIS ANBOVCLtftiC-O FAt7EKREFERENCE PAGE A411-7073 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component Applicability of design paramemers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillily of the erector, Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing. consult ANSVTPI1 Duality Criteria, DSB-88 and 8C511 Building Component Safety Information available from Truss Plate Institute, 583 DOnofrio Drive, Madison, WI 53719. Job Sidhu Homes, Inc. 1047106 The Truss .Company (Sumner), Truss R02 Truss Type Corner Rafter Sumn Qfy 1 Ply 1 Job Reference (optional) 113014877 A- 98390, 8.320 s Oct 92019 MiTek Industries, Inc. Tue Oct 15 13t3B;53 2019 Page 2 ID:IBgY2r15BWc8C8F FjG3Pd6yVTLk-jOgDUViUS9AWQzN3cLnDpGDG8La6n ilxCrgsMPyT970 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 10=-24(F) 3=-229(F) 4=-23(F) 6=-25(F) 7=-29(F) 8=-29(F) 9=-31(F) 11=146(F=73, 0=73) 12=-16(F=-2, B=14) 13=-268(F=-125, B=-142) A WARNING - Verify design persmefen and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibdlily of the erector. Additional permanent bracing of the overall slnjciure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPI1 ()uglily Criteria, DSB-89 end BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSco. txc. Job Truss Truss Type Qty Ply Sidhu Homes, Inc. J1047106 R03 orner Rafter 1 1 113014878 Job Reference (optional", The Truss fompany (Sumner), -2-9-15 Sumner, WA- 98390, 2-9-15 SNP3 Scale 1:330 4 11-2-4 11-2-4 4.24 [12 SNP3 NAILED 8.320 5 Oct, 92019 MiTek Industnes. Inc. Tue Oct 15 13:38:54 2019 Page 1 lalBgY2rt58Wc8C8FFjG3Pd6yVTLk-Ba0bhrj6DSIN26yEA3JSLUmOYkwLVV9Y4RVPOusyT97? 15-10-2 4.7-14 NAILED 4x10 4.24 12 SNP3 3 Plate Offsets (X,Y)- [2:0-11-6,Edgel, [3:0-0-7,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 22.5 BCLL 0.0 • BCDL 7.0 SPAC(NG- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/7P12014 CS', TC 0,90 BC 0, CD VVB 0. CO Matrix -MP DEFL. in (loc) 1/dell Lid Vert(LL) -0.30 2-3 >460 360 Vert(CT) -0.50 2.3 >271 240 Horz(CT) -0.00 4 n/a nra PLATES GRIP MT20 185/148 Wei/it 48 lb FT = 20% LUMBER - TOP CHORD 2x4 HF No.2 BOT CHORD 2x6 DF SS REACTIONS. (lb/size) 4=348/0-1-8, 2=871/0-7-6, 3=1168/0-2-2 Max Horz 2=191(LC 6) Max Uplift 4=-78(LC 6), 2=-181(LC 6), 3=-293(LC 10) Max Gran 4=382(LC 17), 2=873(LC 17), 3=1227(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 3-1-15 oc puffins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (21) 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasc1=87mph, TCDL=.4.8psf; BCDL=4.2ps1; h=25tt; 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) TCLL: ASCE 7-10; 16=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) Thls 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-concurTent with other live loads. 5) This truss has been designed for a 10.0 psf bottorn 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, 3. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at (oint(s) 4 except gt=lb) 2=181, 3=293. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4, 3. 12) Use USP SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-84 x 1-1/2 nails into Truss) or equivalent at 6-5-6 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 (wan 6-8d x 1-1/2 nails into Girder & 6-84 x 1-1/2 nails into Truss) or equivalent at 11-3-5 from the left end to connect truss(es) to front face of top chord, skewed 45.0 deg.to the left, sloping -26.6 deg. down. 14) Use USP SNP3 (With 6-8d x 1-112 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 15-9-6 from the left end to connect truss(es) to front lace of lop chord, skewed 45.0 deg.to the left, sloping -26.6 deg. down. 15) Use USP SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent at 5-7-7 from the left end to connect truss(es) to back face of top chord, skewed 45.0 deg.to the right, sloping -26.6 deg. down. 16) Use USP SNP3 (Wrth 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 cleg.to the right, sloping -26.6 deg. down. 17) Fill all nail holes where hanger is in contact with lumber. 18) "NAILED" indicates 3-10d (0.148"x3) or 2-12d (0.148"x3.251 toe -nails per NOS guidlines. 19) 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. 20) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (0). 21) All dimensions given in feet -inches -sixteenths (FFIISS) Format. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-95 Continued on page 2 - V K EFER -NCE PAGS M11-7473 SEF Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality opntrol, storage, delivery, erection and bracing, consult AN$1aP11 Quality Criteria, DSB-89 and SCSI! Building Componem Safety Information available from Truss Plate Institute, 583 DOnofrio Drive, Madison, WI 53719. October 16,2019 theTRUSSco, nsrc Job (Truss Truss Type Oty Py Sidhu Homes, Inc. U1047106 IR03 Corner Rafter 1 1 113014878 Job Reference (optionaaj The Truss j ny (Sumner), Sumner, WA- 98390, 4.0AD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-121(F) 3=-229(F) 5=73(F) 6=-43(F=-2, B=-41) 7=-275(F=-125, 9=-150) 9=-23(F) 8.320 s Od 92019 MiTek Industries. Inc. Tue Oct 15 13:38:54 2019 Page 2 I D:I BgY2rt58Wc8CBFFjG3Pd6yVTLk-BaObhrj6DS IN26yFA3JSLUmQYkwLW9Y4RVPQusyT97? WARNING- 17errYy destg.'rperamatars aad READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramemers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall suucture is isa responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/Mil Quality Criteria, DSB-88 and BCS11 Building Corrponent Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 1047106 Truss R04 Truss Type Corner Rafter oty 1 Ply 1 Sidhu Homes, Inc. 113014879 Job Reference (optional) The Truss Fompany (Sumner), Sumner. WA - 98390. 3-4-15 3-4-15 0.2)7 2-9-1 Special 3x8 3x8 3x8 14 3 -0-012 3-4-15 0-0-12 3-4-15 8.320 s Oct 9 2019 MiTek Industries, Inc. Tue Oct 15 13:38:55 2019 Page 1 I0:1 BgY2 rt58 Wc8C8FFj G3Pd6yVTLk-fnyzvAkl_m 0 EgG WR kmghu hJck8GaFcoE g99zR IyT97_ 12-1-10 14-11-2 } 17-9-1 20-7-0 ) 23-4-15 --f 26-2-14 28.10-6 2-10-6 2-9-8 2-9-15 2.9-15 2.9-15 2-9-15 2-7-8 7 3x6 4.24 112 13 Scale= 1:61,4 Plate Offsets (X,Y)— (2:0-1.0,Edge], [3:0-1.4,0-1-8] LOADING (psf) TCLL 25.0 (Root Sno =25.0) TCDL 22.5 BOLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 CST Plate Grip DOL 1.15 TC 0.87 Lumber DOL 1.15 BC 0.00 Rep Stress Incr NO WB 0.03 Code IRC2015/TPI2014 Matrix -MP DEFL. in (hoc) 1/deft L/d Vert(LL) -0.02 11-12 >999 360 Vert(CT)-0.0311-12 >999 240 Horz(CT) -0.01 13 n/a rile PLATES GRIP MT20 185/148 Weight 44 Ib FT = 205), LUMBER - TOP CHORD 2x4 HF No.2 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied or 34-15 oc purlins. Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. All bearings 0-2-2 except (jt=length) 13=Mechanical, 2=0-7-12. (Ib) - Max Horz 2=318(LC 6) Max Uplift All uplift 1001b or less at joint(s) 13, 2, 3, 4, 5, 6, 7, 9, 10, 11, 12 Max Grey All reactions 250 Ib or less at joint(s) 13 except 2=824(LC 1), 3=529(LC 1), 4=269(LC 1), 5=270(LC 1), 6=269(LC 1), 7=267(LC 1), 9=271(LC 16), 10=350(LC 16), 11=390(LC 16), 12=377(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-302/129, 34=-251/36 NOTES- (14) 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=4.8ps1; 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 (tint 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 fora 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 U1e bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 6t 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) 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) 3, 4, 5, 6, 7, 9, 10, 11, 12. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 13, 2, 3, 4, 5, 6, 7, 9, 10, 11, 12. 11) Beveled plate or shim required to provide lull bearing surface with truss chord at joint(s) 3, 4, 5, 6, 7, 9, 10, 11, 12. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 465 Ib down and 85 Ib up at 2-9-1 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 (p1f) Vert: 1-13=-95 Concentrated Loads (Ib) Vert: 14=-415(F) co October 16,2019 WARNING - Vetty design pereprn, rare and REAA NOTE$ r7N TNISAND INCLUDED MITEK KEFERE'NCEFAGEMII--7473 BEFORE USE. Design valid for use only with MiTek Connectors. This design Is based only upon parameters shown, end is for on individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral suppod of individual web members only. Additional temporary bracing 10 insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building desgner. For general guidance regarding fabrication, quality central, storage, delivery, erection and bracin , consult ANSVEPl1 Outlay Crtterls, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onohio Drive, Madison, WI 53719. Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-y16" For 4 x 2 orientation, locate plates 0-''is' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 4 v 4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown In ft•In•slxteenths (Drawings not to scale) TOP CHORDS BOTTOM CHORDS 3 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 NUMBERSILETTERS, PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ER-5243, 9604B, 9730, 95-43, 96-31, 9667A NER-487, NER-561 95110, 84-32, 96-67, ER-3907, 9432A © 2006 MiTek® All Rights Reserved CO. INC. 0 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1, 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered. 3, Never exceed the design loading shown and never stack materials on inadequately braced trusses, 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parries. 5. Cul members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSITTPI 1, 7. Design assumes trusses will be suitably protected from the environment in accord with ANSITTPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with nre retardant, preservative treated, or green lumber. 0, Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12, Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13, Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing al 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19, Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSIITPI 1 Quality Criteria, Verify all before production: Dim Heel height Overhang pitch Loading Roofing material Hvac ocation Tiis is a pre iminary design, not to be used as an official quote Without verification and approval of design by Engineer of record, Truss Connector Total List MnaProOuct Las USP 14p25.21F 1 JUS24 59 THD26 3 1HDH2F2 1 0 2-00-00 0 0 N 0 0 0 cv JXO 'JX02' JXO5. ,JX06' JXO: J 4!' JX0 JX24 JX2 JX22 JX21 C04 CO3 CO2 C01 339524 12-02.00 21-06.00 X1T it X 6 TOTAL BLOCK COUNT:104 N rN NN\I0 MXd1(5) 16.04.08 12.05.08 8-00-00 43.06.00 INIlINIB 9.11.10 JX02 JX03 JJX04'! JX05111 JX061, JXO71 8' JX10 Iv JX09' JXb8' JXO7'; JX06 05 JX03 JX01 2.0 ED CITY OF TUKWILA -00 NOV / 11019 1rin PERMIT CENTER *3 ** IMPORTANT ** 1 = INDICATES LEFT END oa Sheet Number: 1 of 1 STRUCTURAL CALCULATIONS Prepared by: Bruce S. MacVeigh, P.E. 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 garyslot2 146thstruct/1936 DO, 4656 S. 146th Street Tukwila, WA 98168 PN: 004000-0570 (Site: Lot #2 of New Tukwila Short Plat) October 14, 2019 P11-0379 REVIEWED FOR CODE COMPLIANCE APPROVED DEC 20 2019 City of Tukwila BUILDING DIVISION [EXPIRES: 4/24/"._1 ,efr RECEIVED CITY OF TUKWILA NOV 2 7 2019 PERMIT CENTER BEAM CALCULATIONS See beam reference lettering on plan sheets which correspond to the following beam calculations. BEAM CALCULATIONS DATE: / //a PROJECT: 6.9--/2 y — /4 MEMBER LOCATION: ,44-1-- -11v fi /.1F,a4 rye 0,= (c9-ocki cy'44-5-6 SPAN = L = C FEET DL = PSF LL = PSF 4f 2 1' THEREFORE TT, = PSF w TL x width contrib. area = PLF MDES. (UNIF. LOAD) = W X L2/8 fle5-`62ie = MDES. (POINTLOAD) FT # FT # FT # IN # / L x P) x X FT # FT # FT # IN # BEAM OR JOIST TYPE: ///‘4 .K1) GRADE: /1 2- Fb 419 S-c) PSI BEAM OR JOIST SITE: 4 IfX / Minimum S req'd = e'en. ° /A' S = b x d2/6 IN3 THEREFORE: Mc MCAP. (AABEAMBLANKBLANK.DOC) S . Fb .157 3 The = MCAP. IN# = do, 7 5- 5- IN # GREATER THAN MDES. = S-1) "*4 IN # REQUIRED THEREFORE OKAY C4-1 74i. 19 7 / BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: /1A-/g - 5'9 frt SPAN = L = 7 FEET 7CA-14 $2-0 / -r_s DL = Zc PSF LL = 4° PSF THEREFORE TL = 6-0 PSF w TL x width contrib. area = 0 PLF MDES. UNIF. LOAD) = w x L2/8 = 7 e 9.0 MDES. (POINTLOAD) = FT # FT # FT # IN # )/L x P) x X FT# FT # FT # IN # BEAM OR JOIST TYPE: 77 Z GRADE: 2/ 2 F BEAM OR JOIST SWF. S = b x d2/6 IN3 = THEREFORE: IVIcAp. = S MCAP. = GREATER THAN Fb MDES. = THEREFORE OKAY (AABEAMBLANKBLAINTICDOC) PSI Minimum S req'd = //v IN3 MCAP. # r # 2 9 Rfti REQUIRED BEAM. CALCULATIONS DATE: PROJECT: MEMBER LOCATION: /4-74//s/ ,e0 40,e — .73)19 SPAN = L = r ' FEET BEAM OR JOIST TYPE: BEAM OR JOIST SIZE. //%" Feb 12 0 MI DiAerat et "4- ,ov 7rie 4',100,41-4* in -rs. DL = 2° PSF LL = 'gr° PSF THEREFORE TL = ‘e, PSF w TL x width contrib. area = ° PLF (a r MDES. (UNE. LOAD) = w x L2/8 FT # FT # FT # IN # x P) x X FT # FT # FT # IN # GRADE: // F PSI Minimum S req'd = /A/ x d2/6 11%13 THEREFORE: McAp. = S Fb MCAP. GREATER THAN MDES — THEREFORE OKAY (AABEAMBLANKBLANKDOC) ll MAP. IN# ,/,‘ # Z # REQUIRED BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: /10 iff ,t es fa SPN=L= FEET y 1 rt./ e 51 ere 0" 44- la / "ei> 0 LP S f fre 0421F.44 krie 3 DL = 0 PSF LL = lte PSF THEREFORE TL PSF = TL x width contrib. area = 6-7° PLF MDES. (UNIF. LOAD) = MDES. (POINT w x L218 s--?c, 6z o' ir FT # FT # FT # IN # x P) x X FT # FT # FT # IN# BEAM OR JOIST TYPE: /f/1--‘ 2-9 GRADE: 2 Fb r5"--0 PSI BEAM OR JOIST SIZE: .4 " I/ Minimum S recfd = /fi b x d2/6 IN3 = = 73 3 IN3 THEREFORE: Mow.= S (AABEAMBLANKBLANKDOC) Fb = Mc MCAP 73' 3 7-C7" t‘O'7.51'rN# GREATER THAN MDES. THEREFORE OKAY Y.0,745 e IN# REQUIRED 6/- BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: /II; /1"/ F4" --- " SPAN FEET 4 A/4 te t`k DL = ? PSF LL = 400 PSF THEREFORE TL = b P SF = TL x width contrib. area = d-74" PLF jo SC '7, F y MDES. (UNIF. LOAD) = w x L2/8 3cf)8 1 FT # FT # FT # IN # / x P) x X FT # = /ft ' . FT # FT # C v' re- tg t df t., # v ..,c leI BEAM OR JOIST TYPE: .6#e ./.? GRADE: .57 b Fb = 2,4e, oPSI BEAM OR JOIST SIZE: 2 " , Minimum S req'd = //v S = b x d2/6 IN THEREFORE: (AABEAMBLANKBLANK-DOC) MCAP. S = /‘0 , o IN3 Fb= McAp. IN# McAp. = A62, 0. 2d4e4co 3eBiecs'JN # GREATER THAN MDES. THEREFORE OKAY UIRED BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: /41; //-f Ft 0 /2_ - 1.-?; it SPAN = L = 7 FEET DL = 00 PSF LL = 40 PSF THEREFORE TL = 60 PSF w TL x width contrib. area = 2 PLF e 0 ' MDES. (UNIF. LOAD) = w x 1,218 0.172-je cze FT # FT # FT # # x P X FT # FT # FT # IN # BEAM OR JOIST TYPE: C 23 GRADE: S Fb = 2)4f° PSI BEAM OR JOIST SIZE. 3/8 " " Minimum S req'd = Zi( /fr x d2/6 IN3 = THEREFORE: (AABEAMBLANKBLANICDOC) MCAP. = S • MCAP. =75-'41 ‘7c-- 11•1. Fb = McAp. IN# 4f€PD GREATER THAN MD THEREFORE OKAY = /8©� eat) IN# e IN # REQUIRED BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: /1A--/"-e 0 SPAN = L = ( FEET BEAM OR JOIST TYPE: BEAM OR JOIST SIZE: S = b x d2/6 11\13 = THEREFORE: (AABEAMBLANKBLANK.DOC) 167 DL = PSF LL = Q PSF THEREFORE TL PSF w = TL x width contrib. area = PLF MDES. (UNIF. LOAD) = w x L2/8 070 if 2/ Lc? MDES. (POINT LOAD) = McAp. = 7s-go • FT #. FT # FT # # L x P) x X FT # FT # FT # IN # GRADE: crti Fb e114" I) PSI Minimum S req'd = 570 e) 41/' GREATER THAN Fb McAp. IN# 1'00 = ,/,04.eroPiN # MDES. = (7 41" / 3 IN # REQUIRED THEREFOREOKAY • BEAM CALCULATIONS DATE: / /-0 e 7 1/ PROJECT: MEMBER LOCATION: 41P IA/ F 0'1? SPAN = = f7 FEET BEAM OR JOIST TYPE: BEAM OR JOIST SIZE: S — b x d2/6 IN THEREFORE: MCAP. ?iOi eRes.s DL = PSF LL 0 PSF THEREFORE TL — PSF 70' w = TL x width contrib.. ea PLF Ca / MDES. (UNIF. LOAD) -•-• r L218 = tar arr-• I 4E0 71 3 S-67 MDES. (POINT LOAD) = - X GRADE: .5-74?), F P Minimum S req'd = 7/e. 0 IN3 S Fb = McAp. # 0 I ,5—zg,.42' e2 = Hia71"2-11s1# GREATER THAN MDES. FT # FT # FT # IN # X FT # FT # FT # IN # " PSI 3 7'-4/ ' /A Z img:7 IN # REQUIRED THEREFORE OKAY (AABEAMBLANKBLANKDOC) BEAM CALCULATIONS DATE: P7i/-/J- /4 C PROJECT: MEMBER LOCATION: /4 /6' SPAN = L = FEET 4rq /e0 P 0 2 K ( 2 ? ) 7 h, A P 4.7.-.4r, 5- AP-4 .5 r2" 2o PSF LL = PSF THEREFORE IL = 6 €5) PSF = TL x width contrib. area = ‘6, 3 4-iso MDES.(UNIF. LO 9.Fe:P 36-o -/- BEAM OR JOIST TYPE: ‘45 BEAM OR JOIST SIZE: 5 422 x d2/6 THEREFORE: (AABEAMBLANICBLANICDOC) GRADE: MCAP. = S Fb 2/6,0 = La-7—o /1 EREFORE OKAY PLF FT # FT # FT # IN # / L x P) x X FT # FT # FT # Fb 4.4Pt9 PSI z/4.0 Minimum S req'd = //vs MCAP. IN# clto = 7-'2;F:73r4N # 5‘—/8j `54i9 0 41'-d--fl IN # REQUIRED /0 ••• BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: — 73-5,4 SPAN = L = /0 FEET t.)-7.FE 7 Ae.eak-i> DL = 20 PSF LL = /'° PSF THEREFORE TL = 60 PSF TL x width contrib. area = PLF ‘e) 2, MDES. (UNIF. LOAD) MDES. (POINT LOAD) w x L2/8 = ,/oz/1.3 r0 0 FT # FT # FT # IN # /L x P) x X FT# FT # FT # IN # BEAM OR JOIST TYPE: " 4E0 GRADE: Al--01" Fb TS PSI BEAM OR JOIST SIZE: e;:t" Minimum S req'd = •5 /fr S = b x d2/6 THEREFORE: Motp. = S (AABEAMBLANKBLANKDOC) 73, di Fb = MCAP. IN# MCAY = 7Y . Y rs"--0= 6 7S1N # GREATER THAN MDES. = 0 IN # REQUIRED THEREFORE OKAY BEAM CALCULATIONS DATE: PROJECT: MEMd3ER LOCATION: /o --rfl A "7 /o fr-f A: SPAN=L= /C-- FEET _ DL = Z© PSF LL = 4o psp THEREFORE TL = (5. PSF. TL x width contrib. area — PLF CO ( MDES. (UNE. LOAD) = w x L2/8 ( / FT # FT # FT # IN # /L x P) x X FT FT # FT # IN # BEAM OR JOIST TYPE: GRADE: // C Fb BEAM OR JOIST SIZE: // Minimum S req'd b x d2/6 IN3 THEREFORE: Mem).= S MC (AABEAMBLANKBLANK.DOC) Fb GREATER THAN MD THEREFORE OKAY MCAP. EN # IN # PSI 3 //1/ 4 5-0 IN # REQUIRED BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: c-o v"--/P cui 4" All SPAN v/rii FEET DL = 2 © PSF. LL 4") PSF THEREFORE TL = 6-0 PSF w TL x width contrib. area = 7-C) PLF MDES. (UNIF. LOAD) = W X L2/8 2 4)-Y 6' MDES. (POINT LOAD) = 44 et, es) Co FT # FT # FT # IN # / L x P) x X FT # FT # FT # IN # BEAM OR JOIST TYPE: 7 ,T 7_ GRADE: ° Fb = BEAM OR JOIST SIZE: // 7/49 Minimum S req'd = S = b x d2/6 IN3 = = IN3 THEREFORE: WARS Fb = MCAP.IN MCAP. = IN GREATER THAN MDEs. THEREFORE OKAY (AABEAMBLANKBLANKDOC) Q PSI 3 /fr BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: ,X,r, SPAN = L = FEET DL =•?°' PSF LL PSF THEREFORE IL = PSF = 'TL x width contrib. area = PLF MDES. )= MDES. (POINT LOAD) = w x L2/8 FT # FT # FT # # (L — X) / L x P) x X FT # FT # FT # # BEAM OR JOIST TYPE: 7- T 7 GRADE: .7 Fb = PSI BEAM OR JOIST SIZE: /7 -7/8 S = b x d2/6 Minimum S req'd = THEREFORE: Mow. = S • Fb MCAP. IN # MCAP. = IN # GREATER THAN MDES. IN # REQUIRED THEREFORE OKAY (AABEAMBLANKBLANICDOC) BEAM CALCULATIONS DATE: PROJECT: MEMBER LOCATION: re20,,,, „L'LL.,c, - SPAN FEET DL= PSF LL= PSF THEREFORE TL = PSF. TL x width contrib. area = PLF MIES. (UNIF. LOAD) = w x L2/8 FT # FT # FT # IN # MDES. (POINT LOAD) = — X) / L x P) x X FT # FT # FT # IN # BEAM OR JOIST TYPE: 77 GRADE: //0 F BEAM OR JOIST SIZE: /1 911 Minimum S req'd = PSI //1/3 S = b x d2/6 IN3 = = IN3 THEREFORE: Mow. = S . Fb = MAP. IN # MCAP. IN # GREATER THAN MDEs. = IN # REQUIRED THEREFORE OKAY (AABEAMBLANKBLANK.DOC) BEAM CALCULATIONS DATE: / 4 ele '7 1/7 PROJECT: BEAM LOCATION: Z1- (11-r A fry -7) $0, SP I 7 FEET (/‘ /D i) BY: Bruce S MacVeigh,. P.E. 14245 59Th Ave. S. Tukwila, WA 98168 Cell: (206) 571-8794 64/ DL = 4.; PSF LL = 2 PSF THEREFORE TL = 415" PSF TL x width contrib. area = 9'9c2 PLF MDES. (UNIF. LO = w x L2/8 = 4 9, FT # FT # FT # IN # MDES. (POINT LOAD) = ((L X) / L x P) x X FT # FT # FT # IN# BEAM OR JOIST TYPE : 6 GRADE: $-70- Fb = 24i'e2 PSI x d2/6 IN3 = THEREFORE: , /‘ McAp. = GREATER THAN (Min. S Req'd = (7 9' IN') 2/&c IN Fb 0 MDES. IN # 4-e2c2IN# = qz5,/,s3oe IN # REQUIRED THEREFORE OKAY DESI IPROPERTIES --1 riw l l r24t6' TJI® 110 Joists TJI® 210 Joists 2M6' 914' 1114' 14' 16' TJI® 230 Joists rsiie 11r%' 14' 16' L TJle 360 Joists 314' 11M' 14' 16' 1. TJI® 560 Joists Design P parties (100% Load Duration) �6' ry'Jdl: 1iy�1F[x F"C [F I*r"t ,} a"sue !s'��S�.+c� ��.-+i-.,yg�- [ hr' S �`p� .I i-`�l�tr��, .� >�., I � ���'�[1 �}f giigy ,i}., y (.4 ,�i I' .N �.. !�,'!s- t.Y.lS u I P ryy�? ,x}Ai7+,i yTa1-hn. x�} ai]1�;F � f t-ji`�''•�,'f ii } i +k}'�y...F l,.m-.'.:':-�e?',.:,sx:«�,,,t, a ✓'xd`�S.µ.ri t caW� ..t��a 7 i ;j,.:r 4 t., A" .stet aY'"k'i"'�ta''Yr+7cxa `SF w 1;� 7,� >t ,��&�' (I }� �riti' w'r K',�,.rk.„,�k, d.��h;7�..l�ll :.^�,�+eN;,;,5 i 1x5577 2.ri5010f 1,2�2�0 1 F 935 N.A 2,350 N.A. 2'- �: t� .3 0 J7 .I, " 86 .I#0 y,p9100 1 05 �2/0 f 39 r `' 1 itU`li 2.7 3y 33(0� { 206 t 1,330 1,06(1 1330 2 410 N.A. 2,79 ) N.A. , 5....1,.... t $::�:. _:!. .ta }'{ 2 8 ,795 315 _i I 655 1,005 1,460 2,145 2,505 2 565 2,925 ]jt 'r p� q 6,180 ' 4 019 ; 9 )., t13t`s .6fi 1705 1080 : 5 2 815 3 000 5,(i600 •,+5 x� r ra { 2 8 3,740 392 1,860 910 1,375 1935 2,295 2,350 ' 2,705 �1945 10'35 =:1 0 .; ' _ ,1 05 45 - 2,925'. '.. 3 4,990 s 509 1,945 1,060 1485 2,410 2 765 2,790 3,150 13e360. '..• 1 ) 3 7 35 ' 612 1955 1080 d� Ott 3�000 4.2 11,275 - 926 2,390 1265 1725 3,000 3 475 F 3 455 i 3 930 r 1:, > E,,.. ,F 3c3 .I .. f'.3, a :.. 6 , 0 . ..:1 115...., - j k6(1 , : 2,14's ' fiu 5 ., '925 3.5 5,710 691 2,190 1,060 1485 2,410 765 2 790 3,150 $4'405 83ti . � 2,190 0 :. i 1 052,460tr`':3 366': 3,930 12,925 1,252 2,710 1,265 1,725 3,0(i0 3,475 3,455 (1) Caofiom Do ant increase (2) See detail W on page 6 for web stiffener bar use factor. 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 Toad For Tile 110, 210, 230, and 360 Joists = 22.5 wi4 + 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 deflection of Q (inches): For TJI' 560 Joists _ 22.5 wL4 + 229 wL2 El da105 PRODUCT STORAGE Protect product hem sus and water slippery when wet or ley baualsst /0'on-cender les Dotal mad and water mil' Wets Trus Joist TJIN Joist Speciaer's Guide TJ-4000 May 2013 3 Western Lumber Design Values BASE VALUES FOR WESTERN DIMENSION LUMBER* Sizes: 2- to 4thick by 2' and wider • Use with appropriate Adjustments In Tables 3,1A through 3,1G Grades described in Western Lumber Grading Rules, Sections 40.00, 41.00,42.00 and -Fie tat d Table 3. • BASE VALUES ee Section 0.60 • Species or Group Douglas Larch Douglas Fir Western Lerch Douglas Fir South Douglas Fir Snubs Hemlock Node Fir Deem"; Rid Fir Grand Fir Pacific Si/et Fk Mile Fir Grade _Select Structural Na. 1 & No, 1 No. 2 No. 3 Construction Standard Utility Stud Select Structural No. 1 No. 2 ' No. 3 Construction Standard Stud Select Structural No. 1 & Btr. N —nun Construction Standard Utility Stud Extreme Fiber Stress in Bending Fb -Single 1450 1150 1000 875. 500 1000 550 275 675 Tension Parallel to Grain Ft 1000 775 675 575 325 650 375 175 1300 875 900 600 825 525 475 300 925 600 525 • 350 250 '150 650 ;425 _ 1400 1050 9.5 5 0 975 550 250 —675, 900 700 600 500 300 575 325 150 Spruce-Plne•fir (South) Wedern Spec VC Enplirnann Spew. Shire Spruce Lopepoi• Pine Western Ceders Western Red Cedar Intense Cedar Pon Oiford Gem Alaska Cedar Western Woods Any or the species in the lirsl lour spades groups above plus any of ellof the knowing: Idaho WhIte Phis - Ponderosa Pine Super Pew AWN, Fir Mountirin HeflFOC Select Structural No. 1 No. 2 No. 3 COnstruction Standard Utility , Stud Select Structural No. 1 No. 2 No. 3 Construction Standard: Utility „. . • 4id.;•5 • - • Select Structural No. 1 No. 2 No. 3 :Construction 'Standard Utility ' 1300 850 750 425 850 475 225, -174. 1000 725 700 400 800 450 • 225 • 875 650 650 375 725 • 4X: ) 200 „•1,75 75 575 400 325 200 375 225 100 250. 600 600 425 425 250 475 275 . . • 125 • oriental Shear Flr 95 95 95 95 95 90 95.. .95 • . 90 90 90 90 90 90 90 90 75 75 75 75 75 75 75 75 . _ 70 ' • •.:75 •'• 70 70 70 70 70 •70 75 75 75 75 75 75 .75 • .400 70' 300 70 275 .70 175 70 :.325 '7.- TO • .70 70 • Compression Perpen- dicular PC.L. Parallel "Modulus of to Grain Elasticity FeE 625 - 1700 625 1500 625. 1450 625 1300 625 750 625 1600 625 1350 625 875 :625 0 1550 520 1400 520 1300 520 750 520 1550 .520 1300 520- 875 .520- 825 405 1500 405 1350 405 1300 405 1250 405 725 405. 1500 405 1300 405 . 850 4 1,900,000 1,800,000 1,700,000 1,600,000 1,400,000 1,500,000 1,400,000 1• 300 000 1,400,000 1,400,000 1,300,000 1,200,000 1,100,000 1,200,000 1,100,000 1,000,000 1,1 cb,doo , i .000,000 1,500,000 1,500,000 1,300,000 1,200,000 1,300,000 1,200,000 • 1,100,000 • i,9ob,000 335 335 33.5 335' 1200 1050 975 550 .12,00 1000 335 650 35- .! 1,300,000 1,200,000 1,100,000 1,000,000 1,000,000 ..9po,000 i'Ooo,000 425 425 425 425 425 425 425 '425 335 335 ' 335 335 '335 335 335 1000 825 850 375 850 650 425 400 1050 -925 875 500 1050 • 800 '600 - 75-50 1,100,000 1.000,000 1,000,000 900,000 900,000 800,000 800000 * 900,000 1,200.000 1,100,000 1,000,000 900,000 1,000,000 900,000 800,000 - ,OGO 'Design values 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 ❑ STHDI4 3,815# 3.5" X 3.5" MiN. STUD/POST Q HD9B 6,580# 5.25" X 5.25" MIN. STUD/POST • HD12 12,065# 5.25" X 5.25" MIN. STUD/POST O H1D19 15,270# 5.25" X 7.25" MIN. STUD/POST MST48 3,640# 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) WoodWorks® 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 11.1 315.2 315.2 - 78.8 &C :/8. AJ9.0 183.3 - 104.5 5 July 26, 2019 07:20:15 0.0 r - 0.0 65' 60' 55' 50' 45' 40' Sri 35' rn c4i 30' 25' 20' °II 15' 0 co v 10' sr) 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' 85' -- Factored shearline force (Ibs) 4 I I I • Factored holddown force (Ibs) 0-0 • C Compression force exists 0-0 ■ Vertical element required —II Loads: Directional Case 1 Wind (W); Forces: 0.6W + Unfactored applied shear load (pif) Unfactored dead load (plf,lbs) Unfactored uplift wind Toad (plf,lbs) Applied point Toad or discontinuous shearline force (Ibs) 0.6D; Rigid distribution 5' 0' -5' -10' -15' -20' -25' -30' WoodWorks®Shearwalls SOFTWARE FOR WOOD DESIGN garyslot3at46th.wsw Level 1 of 2 -15' -10' -5' WoodWorks® ShearwaUs 11.1 151.7 1 I 1 1 I I i 1 1 1 1 1 I I 1 I 1 1 1 1 1 1 11 I 1 1 1 1 I 1 1 1 1 1 I 1 I 213 1 1 1 July 26, 2019 07:20:15 0 N 0' 5' 10' 15' 20' 25' 30' 35' 40' 45' 50' 55' 60' 65' 70' 75' 80' 85' -�- Factored shearline force (Ibs) • Factored holddown force (Ibs) • C Compression force exists ■ Vertical element required Unfactored applied shear load (plf) (8)--(8) Unfactored dead load (plf,lbs) O-Q Unfactored uplift wind load (ptf,lbs) ---{I Applied point load or discontinuous shearline force (Ibs) 65' 60' 55' 50' 45' 40' 35' 30' 25' 20' 15' 10' 5' 0' -5' -10' -15' -20' -25' -30' Loads: Directional Case 1 Wind (W); Forces: 0.6W + 0.6D; Rigid distribution WoodWorks® Shearwalls SOFTWARE FOR WOOD DESIGN WoodWorks® Shearwalls 11.1 garysiot3at46th.wsw Project Information DESIGN SETTINGS Jul. 26, 2019 07:20:Z5 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 [ft] 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 shearllne: Allowed, except for material type Deflection Equation: 3-term from SDPWS 4.2-1 Drift limit for wind design: 1 / 500 story height SITE INFO ATION 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 Category II - All others Structure Type Regular Building System Bearing Wall Design Category D Site Class D Spectral Response Acceleration S1: 0.400g Ss: 0.750g Topographic Information [ft] Shape Height Length - - - Site Location: - Fundamental Period T Used Approximate Ta Maximum T E-W N-S 0,227s 0.227s 0.227s 0.227s 0.318s 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 % Fs: 2.20 Fv: 1.60 WoodWorks® Shearwalls garyslot3at46th.wsw Jul. 26, 2019 07:20:25 Structural Data STORY INFORMAT ON Story Elev [ft] Floor/Ceiling Depth pn] Wall Height [ft] Ceiling 21. 83 0 . 0 Level 2 12 . 83 12.0 9.00 Level 1 2.83 10.0 9.00 Foundation 2.00 BLOCK and ROOF INFORMATION Bock Dimensions ug Face Type Roof Panels Siope Overhang [ft] Biock 1 2 Story EW Ridge LocaUonX,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® Shearwafls ga Iot3at46th.wsw Jul. 26, 2019 07:10:28 SHEATHING MATERIALSWALL GROUP Sheathing Fasteners Apply Grp Surf Material Ratng Thick In GU in PIy Or Gvtv lbs/in Size Type Df Eg In Fd in Bk Notes 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 (-2) 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 nall; 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 & plas(er, 1/2" fiberboard); 13 ga plasterboard = 0.92"x 1- 1/8". Cooler or gypsum wallboard nail: 5d = .086" x 1-6/8"; 6d = .092" x 1-7/8"; 8d = .113" x 2-3/8"; 6/8d = 6d base ply, 8d face ply for 2-ply GWB. Drywall screws: No. 6, 1-1/4"long. 5/8' gypsum sheathing can also use 6d cooler or GWB nail Df— Deformed nails ( threaded or spiral), with increased withdrawal capacity Eg — Panel edge fastener spacing Fd — Field spacing interior to panels Bk — Sheathing is nailed to blocking at all panel edges; Y(es) or N(o) Apply Notes — Notes below table legend which apply to sheathing side Notes: 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 vAth 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 Grp 1 1 2 Species D.Fir-L Stud D.Fir-L Stud D. Fir-L Stud b d Spcg In in in 1.50 5.50 16 1.50 5.50 16 1.50 5.50 16 SG E Standard Wall psiA6 0.50 1.40 Exterior Segmented 0.50 1.40 0,50 1.40 Legend: Wall Grp — Wall Design Group b — Stud breadth (thickness) d — Stud depth (width) Spcg — Maximum on -centre spacing 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. Shearwalls SHEARLINE, WALL and OPENING DIMENSIONS North -south Shvmrlinws Type wall Group Location X IN Extent Ift) Start En Length Ift] FHS Ift] Aspect Ratio Height Ift] Line Level 2 Line z Wall z-z Segment z opening z Segment z opening x Segment s Lovell Line z Wall 1-1 Segment z opening z segment 2 opening u Segment y Line 2 Lovell Line o Wall 2-1 Line Lmve|2 Line 3 wall 3-1 Segment z Opening z Segment z Lovell Line s mazz 3-1 aey oeg svn aeg aey ueg ae« z z - - - - - z z - - - - - z z z z - - - 1 z 0.00 0.00 - - - - - 0.00 0.00 - - - - - 38.00 38'00 67.00 *7,00 - - - 67.00 67.00 0.00 0.00 O'nV 20.00 26.00 35.00 37'00 0.00 V'Vo 0.00 18.00 eO'oo 26'00 31.00 0,00 0.00 0100 0.00 0.00 Jo'oV ao'no o'uo 0.00 45,00 45,00 20'00 26.00 35,00 37.00 45.00 45.00 *x.00 18.00 20.00 26.00 sz'oo 45.00 45.00 23.00 «e.oV 45.00 s*.uo 36.00 *o.on «y'oo 45.00 ws'nu 45.00 e0.00 6.00 9.00 2'00 u'uo «:.oV oo'uo 18.00 2.00 *'on 5.00 14.00 «o.Vu z]'no *s.uv «o'oo 34.00 2.00 9.00 45.00 45.00 37.00 37.00 - - - - - an'VV 38.00 - - - - - e3,00 23.00 43.00 43.00 - - - 45.00 45.00 - - o'os - 1.00 - 1.13 - - 0.50 - 1,50 - 0.64 - 0.39 - - o.2o - 1'00 - 0.20 9.00 - - 7.00 - 7.00 - 9.00 - ' 7.00 - 7.00 - *.00 - 9.00 - - 7.00 - 9.00 - East -west SheaNimes Type Wall Group Location Y [fN EmtenxIft] Start End Length Ifg FH$ IftN Aspect Ratio Height 1111 Line Lw*m 2 Line u Wall u-1 Segment z Opening I Segment 2 Opening 2 Segment a Opening 3 Segment o Opening « Segment 5 opening 5 Segment o oneuio9 a Segment 7 Lovell Line a Wall A-z Segment z opening z Segment u Opening c Segment 3 Opening s Segment u Opening « Segment s Opening 5 Segment 6 Line B Lovell Line B Wall B-1 Segment z oneoiu9 I oeg oeg oes z z - - - - - - - - - - - - - z z - - - - - - - - - - - z z - - 0.00 0'00 - - - - - - - - - - - - - V'OV 0.00 - - - - - - - - - - - 23.00 23,00 - - 0.00 V'oo o'oo a'ou 13.00 16.00 26.00 29.00 35.00 *0'50 52.513 55'50 57.50 61.00 65.00 0'00 0.00 0.00 3.00 za'oo 16.00 26.00 29.00 su'oo 40'50 52.50 57'50 65.50 0.00 Jx'On 38.00 40.00 67,00 67.00 a'oo 23.00 16.00 26.00 29.00 35.00 40.50 52.50 so'so s?.sV 61.00 65,00 67,00 e7.00 or'oo 3.00 13.00 16.00 u*.OV 29.00 35.00 «o.on 52.50 57.50 65,58 67.00 67,00 67.00 «O.uo 43'00 67'00 67.00 s'ou 10,00 3.00 10.00 3.00 6.00 5.50 12.00 s'on 2'00 3.50 4'00 2,00 67'00 67.00 3.00 10.00 s'oo 10.00 3'00 8.00 u'yo 12.00 5.00 8.00 1,50 67,00 2*.00 2'00 3'00 5.50 5.50 - - - - - - - - - - - - - 10.50 10.50 - - - - - - - - - - - z*.uV z*.00 - - - - ».uV - »'oV - 3,00 - 1.64 - 3.043 - 2.57 - 4.50 - - 3.00 - 3.00 - ].Vn - 1.64 - 1.80 - 6.00 - - 4.50 - 9.00 - - 7.00 - 7.00 - 7.00 - 7.00 - 7.00 - 7.00 - 9.00 - - 7.80 - 7.00 - 7.00 - 7.00 - 7.00 - 9.00 - - 7.00 4 WoodWorks@ Shearwalls Jul.26.201907:24:10 HEARLINE, WALL and OPENING MMENSIONS (continued Segment u Line C Level Line o Wall c-z Une D Levm3 Line o Wall o-z Segment z opening z Segment 2 onnuiue 2 Segment 3 opening a Segment « opening * Segment s Lovell Line u Wall o-z Segment I Opening z Segment c opening 2 Segment s opening 3 Segment o opening w Segment s Seg z _ - - _ _ 2 s 43.00 67,00 24'00 3*.50 8.00 67.00 67'08 34.50 26.00 26'50 0.50 0.00 - 0.00 18.00 9.00 - *5,00 o'ou 67'00 67'00 su'uu - s'uu 45.00 0,00 67.00 67.00 50.00 - - - 0'00 16.00 16'00 - 0.56 - - 16.00 19.00 3.00 - - 7.00 - 19,00 2*.00 5,00 1.80 - - 24'00 29.00 5.00 - - 7.00 - e9'00 36'00 7.00 - 1,29 - - 36.00 *o,00 4.00 - - 7.00 - 40.00 48.00 8.00 - 1.13 - - 48.00 53.00 5.00 - - 7.00 53.00 67'00 14.00 0'e4 - 45.00 0.00 67.00 67'00 46'00 - 9.00 45'00 0.00 67.00 67'00 «n'On - - - n.om a'so »'yo - 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 - 1'2* - - 36'00 41.00 5'00 - - 7.00 - 41.00 *8'00 7.00 - 1'29 - *e.00 ac'oo 4.00 - - 7.00 52.00 67'00 15.00 - 0,60 - NSW =non^sheamve0 Location - Dimension perpendicular to wall of full -height sheathing used to resist shear force. For perforated wags, it is based on the factored segments Li defined in SDPWS Wall Group - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wag If two wall group numbers listed, they are for rigid diephregm and flexible diaphragm design. Aspect Ratio - Ratio of wall height to segment length (hlbs) WoodWorks® Shearwalls garyslot3at46th.wsw Jul 26, 2019 07:24:10 Loads LOADS 4as entered or qenerated vel 2 Block F - Element Load Case Wnd Dir Sur? Dir Prof Location Ift] Start End Magnitude Tdb Pbt3,141301 Ht Start End B ock 1 W L Roof 1 W->E Wind Line -1.00 22.50 0.0 95.0 1ock 1 W L Root Min W->E. Wind Line -1,00 22.54 0.0 54.3 Biock 1 W Wall Min W->E Wind Line 0.00 45.00 36.0 ock 1 W Wall 1 W->E Wind Line 0.00 45.00 101.0 Biock 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 Block 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 65.00 54.3 0.0 Block 1 S R Roof 1 $->N Wind Line 44.50 68.00 82.3 0.0 Block 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 $ 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 44.5Q 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 Levell MagnitudeTrlb Block F Element Load Wnd Surf Prof LocatIon[ft] L1bs,pIf,psf Ht Case Dir Dir Start End Start End MI Block 1 W Wall Min W->E 'nd 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 Block 1 W Wall Min E->W Lee Line 0.00 45.00 44.0 6 WoodWorks@ Shea malls garys1ot3at46th.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 W Wall Block 1 W Wall Block 1 W Wall Block 1 E Wall Block 1 E Wall Block 1 E Wall Block 1 E Wall Block 1 S Wall Block 1 S Wall Block 1 5 Wall Block 1 S Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 S Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall Block 1 N Wall 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 ;vast) Element - Building surface on which loads generated or entered Load Case - One of the following: ASCE 7 All Heights: Case 1 or 2 from Fig 27.4-8 or minimum loads from 27.1.5 ASCE 7 Low-rise: Reference comer and Case A or 8 from Fig 28.4-1 or minimum loads from 28.4.4 Wind Dir - Direction of wind for loads with positive magnitude, also direction of MWFRS. Surf Dir - Windward or leeward side of the building for loads in given direction Prof- Profile (distribution) Location - Start and end points on building element Magnitude - Start = intensity of uniform and point loads or leftmost intensity of trapezoidal load, End = right intensity of trap load Trib Hf - Tributary height of area loads only Line 0.00 45.00 36.0 Line 0.00 45.00 67.1 Line 0.00 45.00 54.9 Line 0.00 45.00 36.0 Line 0.00 45.00 96.3 Line 0.00 45.00 44.0 Line 0.00 45.00 116.8 Line 0.00 67.00 44.0 Line 0.00 67.00 96.3 Line 0.00 67.00 116.8 Line 0.00 67.00 36.0 Line 0.00 67.00 83.4 Line 0.00 67.00 44.0 Line 0.00 67.00 68.3 Line 0.00 67.00 36.0 Line 0.00 67.00 44.0 Line 0.00 67.00 83.4 Line 0.00 67.00 68.3 Line 0.00 67.00 36.0 Line 0.00 67.00 44.0 Line 0.00 67.00 96.3 Line 0.00 67.00 116.8 Line 0.00 67.00 36.0 Notes: All loads entered by the user or generated by program are specified (unfactored) loads.The program applies a load factor of 0.60 to wind loads before distributing them to the shearlines. 7 WoodWorks® Shearwalls garyslot3at46th.wsw Jul. 26, 2019 07:24:10 WIND C&C LOAD Block Building Face Wind Direction Level Magnitude DWI 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 8 WoodWorks® Shearwalls garyslot3at46th.wsw Jul. 26, 2019 07:24:10 BUILDING MASSES Level 2 Force Dir Building Element Block Wall Line Profile Location [ft) Start End Magnitude PbsmItpefl Start End Trib Width fftl 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,P1tPsfl Width Dir Element Line Start End Start End 1ft] Both Wall 1-1 n/a 1 Line 0.00 45.00 45.0 45.0 E-W Floor F1 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 F1 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 F1 n/a 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, wall or floor area used to generate mass, wall line for user -applied masses, Floor F# - refer to Plan View for floor area number Wall line - Shearline that equivalent line load is assigned to Location - Start and end points of equivalent line load on wall line Trib Width. - Tributary width; for user applied area loads only 9 WoodWorks® Shearwalls garys1ot3at46th.wsw Jul. 26, 2019 07:24:10 SEISMIC LOADS Level 2 Force Dir Profile Locationift] Start End Mag Pbs,130,13s0 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 68.00 190.5 190.5 Level 1 Force Profile LOcatIon [ft] Meg (1178,PitPsfl Dir Start End Start End E-W Point 0.00 0.00 1287 1267 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 bye direction Notes: All loads entered by the user or generated by program are specified (unfactored) Ioads.The program applies a load factor of 0.70 and redundancy factor to seismic loads before distributing them to the sheartines. 10 Woodworks€ 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 DniY table in this report to venly this design cnt erion. Refer to the Deflection table for possible issues regarding fastener slippage (SDPWS Table C4.2.20). 11 WoodWorks® Shearwalls garyslot3at46th.wsw Jul. 26, 2019 07:24:10 Rigid Diaphragm Wind Design ASCE 7 Directional 1.4/1 Heights) Loads SHEAR RESULTS N-S Shearlines W Gp For Dir ASD Shear Force [plf] v vmax V jibs] Asp.Cub lnt Ext Int Allowable Shear tplf) Ext Co C Cmb V (Ibs] Resp. Ratio Line 1 Level 2 Ln1, 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 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 1665 1.0 1.0 125 532 657 5913 0.28 Level 1 Ln3, Levl 1 Both 262.3 11803 1.0 1.0 125 532 A 657 29565 0.40 E-W W For ASD Shear Force Win Asp -Cub AlloviabkieShearpall Resp. Sheadines Gp Dir v vmax V [l] Int Ext Int Ext Co C Cmb V pbs] Ratio Line A Level 2 LnA, Lev2 - Both - 1261 - - - - - 3614 - Wall A-1 1 Both - 1261 1.0 1.0 125 532 A - 3614 - 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 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 - Lovell 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 - Line B 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 oth - - 7111 1.9 1.9 125 532 - 32859 - 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 1.0 686 686 A - 62045 - Seg. 1 - Both 199.2 697 .78 .78 534 534 1067 3735 0.19 Seg. 2 Both 256.1 3457 1.0 1.0 686 686 1372 18522 0.19 12 oodWorks® Shearwalls garyslot3at46th.wsw Jul. 26, 2019 07:22:42 SHEAR RESULTS (rigid wind design, continued) Seg. 3 Seg. 4 Seg. 5 Both 256.1 1793 Both 256.1 1793 Both 256.1 3841 1.0 1.0 686 686 1372 9604 1.0 1.0 686 686 1372 9604 1.0 1.0 686 686 1372 20580 Legend: W Gp - Wall design group defined in Sheathing and Framing Materials tables, where it shows associated Standard Wall. "A" means that this wall is critical for all walls in the Standard Wall group. For Dir - Direction of wind force along sheartine. 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 - ASO factored shear force. For sheadine: 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 capacityof interior sheathing; Ex - Unit shear cape& r of exteriorsheathing. Far welt (*declared, For segment Include Cub nactor and aspect ratio adjustments. Co - Adjustment factor for perforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V— Total factored shear capacity of sheartine, wall or segment. Crit Resp — Response ratio = v/Cmb = design shear force/unit shear capacity. ''S" indicates that the wind design anterior was critical in selecting wall. 0.19 0.19 0.19 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 desiwi Lev&1 Line- Wall Posit'n Location Ift] X Y Load Case TensUeASD Holddown Force Ps] Shear Dead Uplift Cmb'd Hold-down Cap (Ibs] Crit Resp. 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 HDU5-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 44.88 1 4087 4087 HDU5-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 HDU5-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 8-1 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 Op 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 (Ibs] Cap Crit Wall PosItn X Y Case Shear Dead Uplift Cmb'd Hold-down p I Resp. 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 Op 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 Line A 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 1D05-ZD52. 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-SDS2. 5645 0.26 D-1 L Op 4 47.88 45.00 1 1444 1444 HDU5-SDS2. 5645 0.26 D-1 R Op 4 53.13 45.00 1 1424 1424 HDU5-SDS2. 5645 0.25 D-1 R End 66.88 45.00 1 1424 1424 HDU5-SDS2. 5645 0.25 egen : 14 WoodWorks® Shearwalls garyslot3at46th.wsw Jul. 26, 2019 07:22:42 Line -Wall: At wall or opening - Shearline and wall number At vertical element - Shearline Posith - Position of stud that hold -dowry is attached to; V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At !eft or right side of opening n Location - Co-ordinates in Plan View Load Case - Results are for critical load case: ASCE 7 All Heights: Case 1 or 2 from Fig. 27.4-8 ASCE 7 Low-rise: Windward comer(s) and Case A or B from Fig. 28.4-1 ASCE 7 Minimum loads (27.1.5/28.4.4) Hold-down Forces: Shear- Wind shear overturning component, based on shearline force, factored for ASD by 0.60. For perforated walls, T from SDPWS 4.3-8 is used. Dead Dead load resisting component, factored for ASD by 0.60 Uplift - Uplift wind load component, factored for ASD by 0.60. For peroraled waNs T from SDPWS 4.3-6 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 are staggered. Hold-down - Device used from hold-down database Cap - Allowable ASD tension load Crit. Resp. - Critical Response = Combined ASD force /Allowable ASD tension load Notes: Refer to Shear Results table for factor Co, and shearline dimensions table for the sum of Li, used to calculate tension force T for perforated walls from SDPWS 4.3-9. 15 WoodWorks® Shearwalls garyslot3at46th.wsw Jul. 26, 2019 07:22:42 DRAG STRUT FORCES (rgiid wind deafen Level 1 Line- Wall Position on Wall or Opening Location [R] X Y Load Case Drag Strut Force ribs] __.1. 4,.. 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 Line 2 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 pbsi Wall or Opening X Y Case ....> .c.._ 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 7Allheighfs Case 1 or 2 ASCE 7 Low-rise comer Case A or 8 Drag strut Force - Axial force in transfer elements at openings and gaps in walls along shearline. Based on ASD factored shearline force (vmax from 4.3.6.4.1.1 for perforated walls) -> Due to shearline force in the west -to -east or south -to -north direction <- Due to sheadine force in the east -to -west or north -to -south direction 16 WoodWorks® Shearwalls garyslot3at46th.wsw Jul. 26, 2019 07:22:42 Out -of -plane Wind Design COMPONENTS AND CLADDING bv SHEARLINE Line North -South Shearlines Lev Grp Sheathing [pat] Force Cap Force/ Cap Force End Fastener Withdrawal Lass] 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 27.8 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 [pst] Fastener Withdrawal Ps] 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 rigid, flexible design listed for each wall) Sheathing: Force - C&C end zone exterior pressures using negative (suction) coefficient in ASCE 7 Figure 30.4-1 added to interior pressure using coefficients from Table 26.11-1 Cap - Out -of -plane capacity of exterior sheathing from SDPWS Table 3.21, factored for ASD and load duration, and assuming continuous over 2 spans Fastener Withdrawal: Force - Force tributary to each nail in end zone and interior zone Cep - Factored withdrawal capacity of individual nail according to NOS 12.2-3 17 WoodWorks® Shearwalls garyslot3at46th.wsw Jul. 26, 2019 07:22:42 Rigid Diaphragm Seismic Design SEISMIC INFORMATION Level Mass Ilbs/ Area [sq.ft] Story Shear Ps] E-W N-S Diaphragm Force Fpx Pbs] SW N-S 2 42510 3015.0 17234 17234 10202 10202 1 51728 3015.0 11037 11037 12415 12415 All 94238 - 28211 28211 - - L.egencl: 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-leve° shear force induced at level x, = Fx in ASCE 7 equation 12.8-11. Diaphragm force Fpx - Unfactored force intended for diaphragm design from Eqn 12.10-1; used by Shearwalls only for drag strut forces, see 12.10.2.1 Exception 2. Redundancy Factor p (rho): E-W 1.00, N-S 1.00 Automatically calculated according to ASCE 7 12.3.4.2. Vertical Earthquake Load Ev Ev = 0.2 Sds D; Sds = 0.60; Ev = 0.120 D unfactored; 0.084 D factored; total dead load factor 0.6 - 0.084 = 0.516 tension, 1.0 + 0.084 = 1.084 compression. 18 WoodWorks® Shearwa s garyslot3at46th.wsw Jul. 26, 2019 07:22:42 SHEAR RESULTS (rigid seismic design N-S Shearlines W Gp For Dir ASC)ShearFoma[plq v vmax Vpbs] Asp -Cub Int Ext Int ARowabk,Shear[p111 Ext Co C Cmb %/Ps] Resp. Ratio Line1 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 2280 0.59 Seg. 3 Both 225.9 - 3162 1.0 1.0 125 380 - 380 5320 0.59 Line 2 Ln2, Levl - Both - 4296 - - - - - 8740 - Wall 2-1 1 Both 186.8 - 4296 1.0 1.0 125 380 - S 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 W For ASD Shear Force Iola Asp -Cub Allowable Shear [p11) Resp. Shearlines Gp Dir v vmax V pbsi Int Ext Int Ext Co C Cmb V pbs] Ratio 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 - 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 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 - - Level 1 LnA, Levi - Both - - 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 otb 0.0 - 0 1.0 1.0 125 380 - 380 - - Line B LnB, Levi - 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 1.0 125 380 380 9120 0.47 Line D Level 2 LnD, Lev2 - Both - 10443 - - - - - 19000 Wall D-1 1 Both - - 10443 1.0 1.0 125 380 S - 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 208.9 - 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, Levi - 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 296.8 - 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 garyslot3at46th.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. "A" means that this wall is critical for elY walls in the Starer:to' 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 oqn. 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; Oct - Unit shear capacity of exterior sheathing. For wall: Unfactoted. For segment Include Cub factor and aspect ratio adjustments. Co - Adjustment factor forperforated walls from SDPWS Equation 4.3-5. C - Sheathing combination rule, A = Add capacities, S = Strongest side or twice weakest, G = Stiffness -based using SDPWS 4.3-3. Cmb - Combined interior and exterior unit shear capacity including perforated wall factor Co. V— Total factored shear capachyof sfrearfine, waist' orsegment. Crit Resp — Response ratio = v/Cmb = design shear force/unit shear capacity. "V 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 desi n Levell Line- Wall PosiVn Locationlft] X Y Shear TensileASD Holddown Force [Ibe] Dead Ev CmtAl Hold-down Cap Obs] Cdt Resp. Line 1-1 L End 0.00 0.12 3673 3673 HDUS-SDS2. 5645 0.65 1-1 L Op 1 0.00 17.87 2162 2162 HDU5-SDS2. 5645 0.38 1-1 R 0p 1 0.00 20.13 610 610 HDUS-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 Line 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 Line 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 Level2 renstleASD Line- LocationPV Holddown Force (Ibs] Cap Crlt Wall Posftn X Y Shear Dead Ev Cnited Hold-down [Jbs] Resp. Line 1 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 1D3S-S02. 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 D-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 egen : 21 WoodWorks® Shearwalls garyslot3at46th. wsw Jul. 26, 2019 07:22:42 Line -Wall: At wall or opening — Sheartine and wall number At vertical element - Sheanine Posirn - Position of stud that hold-down is attached to: V Elem - Vertical element: column or strengthened studs required where not at wall end or opening L or R End - At left or right wall end L or R Op n - At left or right side of opening n Location - Co-ordinates in Plan View Hold-down Forces: Shear — Seismic shear overturning component, factored for ASD by 0.7. For perforated walls, T from SDPWS 4.3-8 is used Dead — Dead load resisting component, factored for ASD by 0.60 Ev — Vertical seismic load effect from ASCE 712.4.2.2 =-0.2Sds x ASD seismic factor x urrfactored D = 0.140 x factored D. Refer to Seismic Information table for more details. Cmb'd - Sum of ASD-factored overturning, dead and vertical seismic forces. May also include the uplift force t for perforated walls from SDPWS 4.3.6.2.1 when openings are staggered. Hold-down —Device used from hold-down database Cap — Allowable ASD tension load Crit. Resp. — Critical Response = Combined ASD force/Allowable ASD tension load Notes: Shear overtuming force is horizontal seismic load effect Eh from ASCE 712.4.2. 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 (rkid seismic des n 'Level 1 Line- Wall Position on Wall or Opening Location [ft] X Y Drag Strut Force [Ilas] -> <- 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 B B-1 Right Opening 1 43.00 23.00 2734 2734 Line D 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 Stmt Line- Position on Wall Location [ft] Force pbs) Wall or Opening X Y ---> Line1 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 31.00 252 252 Line 3 3-1 Left Opening 1 67.00 34.00 233 233 3-1 Right Opening 1 67.00 36.00 62 62 Line A 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 - Sheadine 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 sheartine. Based on ASD factored sheartine force derived from the greater of Diaphragm force Fpx from Eqn. 12.10-1 plus 25% irregularity increase (12.3.3.4) Storey force Vx from Eqn 12.8-13 For perforated walls, shearline force is vmax from 4.3.6.4.1.1. Includes redundancy factor rho. -> Due to sheer!ine force in the west -to -east or south -to -north direction <- Due to shear** 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 0 0 S Ve 7, ; -7; (2 cpc )4. PcF 2, 47 S P- '.••'" 4.9 0 Pod - I A .212.22..< 0 c7 c-eg g /9 / / ozi7()z • Ogor9/ -- /17/, ZI -11"-• ) c47 els 2 ," 7:dISP.1'.1—,t6' =/ 7 <1 c2e_./Z (29 X -131 7 Asi/ (7C7 // cf5' -2 TV( 22 ) • • - Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 1424:5 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 October 14, 2019 City of Tukwila Attn: Building Official/Plans Examiner APPROVED AONR 4656 S. 146th Streetc E Tukwila, WA 98168 Subject: Lot 2 Residential Soils Desi n Information - New Re CODE M id CIEOWEPDL PN: 004000-0570 (Site: Lot #2 of New Tukwila Short Plat) Dear Sir: Structural Soil Information for Building Design - DEC 2 0 2019 City of Tukwila BUILDING DIVISION 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 2,000 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 soi! characteristics such as sliding coefficient and equivalent soil density are not relevant for this building since there are no deep foundations or retaining walls proposed. Footing Drainage — Footing drains are shown leading to the on -site catch basin with the roof drains. At tee is installed in this catch basin. The slope and topography of the site prevent backflow of the roof rain flows to the crawlspace. (See separate site drainage discussion letter.) RECEIVED CITY OF TUKWILA Since el NOV 2 7 2019 Thank you for your assistance. ruce S. MacVeigh, P.E. Civil Engineer rEXP1RES: 4/24/e/ I -7-7-533 PERMIT CENTER singhlot2_146spsoilsItr/1936 D19-0376 Bruce S. MacVeigh, P.E. Civil Engineer/Small Site Geotechnical 14245 59th Ave. S. Tukwila, WA 98168 Cell: 206-571-8794 October 14, 2019 City of Tukwila Attn: Building Official/Plans Examiner Subject: Lot 2 Residential Soils Design Information - New Residence 4656 S. 146th Street Tukwila, WA 98168 PN: 004000-0570 (Site: Lot #2 of New Tukwila Short Plat) Dear Sir: Structural Soil Information for Building Design - In all areas in and around the subject lot the soils were 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 2,000 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 budding will have suitable soil bearing support for its intended structural loading with a considerable safety factor. Other soil characteristics such as sliding coefficient and equivalent soil density are not relevant for this building since there are no deep foundations or retaining walls proposed. Footing Drainage — Footing drains are shown leading to the on -site catch basin with the roof drains. At tee is installed in this catch basin. The slope and topography of the site prevent backflow of the roof rain flows to the crawlspace. (See separate site drainage discussion letter.) Thank you for your assistan Sincere! ruce S. MacVeigh, P.E. Civil Engineer sing hlot2_146spsoilsItr/1936 \ -PERRI MORD COPY PLAN REVIEW/ROUTING SLIP • PERMIT NUMBER: D19-0378 DATE: 12/2/2019 PROJECT NAME: SINGH RESIDENCE - 146 LOT 2 SITE ADDRESS: 4656 S 146TH ST X Original Plan Submittal Revision # before Permit Issued Response to Correction Letter # Revision # after Permit Issued DEPARTMENTS: 12-,-1q-161 Building Division • b AlioC Public Works 441 Awc Fire Prevention 111 Structural P to, n atkoilri Planning Division Permit Coordinator • PRELIMINARY REVIEW: DATE: 12/3/19 Not Applicable Structural Review Required (no approval/review required) REVIEWER'S INITIALS: DATE: LI APPROVALS OR CORRECTIONS: DUE DATE: 12/31/2019 Approved Corrections Required Approved with Conditions Denied (corrections entered in Reviews) (ie: Zoning Issues) Notation: REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg EJ Fire 0 Ping 0 PW 0 Staff Initials: 12/18/2013 140 to omiluary MAKI OVUM P.O. Box 69550 Tukwila, tc---\98168 Phone: (2t442-3236 Fax: (206) 242-1527 RECEIVED CERTIFICATE OF SEWER AVAILABILITYJNON-AVAILA TV' Residential: $50 0 5 Commercial: $100 TUKWILA PUBLIC WORKS L1C—ertificate of Sewer Availability OR la Certificate of Sewer Non -Availability Part A: (To Be Completed by Apt licant) Purpose of Certificate: CI Building Permit C3 Preliminary Plat or PUD ZI Other ari-hort Subdivision CI Rezone Propcd-Use: IU Residential Single Family 0 Residential Multi -Family L/ Commercial LI Other Applicants Name: 6ici h u 1-y1A.5* Phone: 74,4 - 1 g 00 Property Address or Approximate Locatiox Tax Lot Number: 4(2 -±-t" 0040 a oos 70 Legal Description(Attach Map and Legal DiescriptIon if necessary): Part B: (To Be Completed by Sewer Agency) 1. ar-a7- Sewer S rvice will be provided by side sewer connection only to an existing et, ' I size sewer P -fealrfreeri-the site and the sewer system has the capacity to serve the propQed use. OR CI b. Sewer service will require an improvement to the sewer system of: JECEIVE CI (1) feet of sewer trunk or lateral to reach the site; and/or CITY OF TU LI (2) the construction of a collection system on the site; and/or L3 (3) other (describe): NOV 2 7 Z PERMIT CE N 2. (Must be completed if 1.b above is checked) LI a. The sewer system improvement is in conformance with a County approved sewer comprehensive plan, OR LI b. The sewer system improvement will require a sewer comprehensive plan amendment* 3. 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 L3 b. Annexation or BRB approval will be necessary to provide service. 4. Service is subject to the following: PERMIT: $ / 0 0 , 0 a. District Connection Charges due prior to connection: "To 'BE, r.SE.-- "f" Z47 65e744aSFC: GFC: $ $ UNIT: $ TOTAL: $ (Subject to Change on January 1st) A King County/METRO Capacity Charge will be billed directly by King County after connection to the sewer system. b. Easements: ErFie quired LI May be Required c. Other: I hereby certify that the above sewer agency information is true. This certification shall be valid for one year from the date of signature, e • 3 0 • tc) D WILA 19 TER By Title Date p - 6378 CITY OF TUKWLA 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 RECEIV Planning Division: 206-431-3670 CERTIFICATE OF WATER AVAILABILITY Required only If outside City of Tukwila water district DEC 0 3 201b TUKWILA PERMIT NO.: PUBLIC WORKS Site address attach map and legal description showing hydrant location and size of main): ,r 1y F flii.i9t �'. `�GF,a^a,! ' , i 36# :h '"1''r Name: ^ ft Ct �; i7 i' gName: Address: S 1 g/%G1C.�ddt`S, Phone: ,d Phone: This certificate Is for the purposes of: ❑ Residential Building Permit © Commercial/Industrial Building Permit l� Short Subdivision 0 Other Estimated number of service connections and water meter nize(s): "tom 'To ❑ Preliminary Plat ❑ Rezone Vehicular distance from nearest hydrant to the closest point of structure is SS i % ft. Area is served by (Water Utility District): l Owner/Agent Signature 1. The proposed project is within 2. o improvements required, 0 22./C; Date (City/County) 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flaw requirements of the project before connection and to meet the State cross connection control requirements: (Use separate sheet If more room is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of / b ?QQ gpm at 20 psi residual for a duration of 2 hours at a velocity of fo fps as documented by the attached calculations. 5. Water availability: Acceptable service can be provided to this project 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. RECEIVED CITY OF TUKWILA NOV 2 7 2019 I hereby certify that the above information is true and correct. (I.ttjsarFt Agency/Phone.Z04+ zyL-9'5,47 By PERMIT CENTER Date lepplicatlonslwatar availability (7-2003) Printed. 9-16-03 z3-1©) This certificate is not valid without Water District #125's attachment entitled "Attachment to Certificate of Water Availablity' D19- 03/8 This certificate Is for the purposes of: ❑ Residential Building Permit © Commercial/Industrial Building Permit l� Short Subdivision 0 Other Estimated number of service connections and water meter nize(s): "tom 'To ❑ Preliminary Plat ❑ Rezone Vehicular distance from nearest hydrant to the closest point of structure is SS i % ft. Area is served by (Water Utility District): l Owner/Agent Signature 1. The proposed project is within 2. o improvements required, 0 22./C; Date (City/County) 3. The improvements required to upgrade the water system to bring it into compliance with the utilities' comprehensive plan or to meet the minimum flaw requirements of the project before connection and to meet the State cross connection control requirements: (Use separate sheet If more room is needed) 4. Based upon the improvements listed above, water can be provided and will be available at the site with a flow of / b ?QQ gpm at 20 psi residual for a duration of 2 hours at a velocity of fo fps as documented by the attached calculations. 5. Water availability: Acceptable service can be provided to this project 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. RECEIVED CITY OF TUKWILA NOV 2 7 2019 I hereby certify that the above information is true and correct. (I.ttjsarFt Agency/Phone.Z04+ zyL-9'5,47 By PERMIT CENTER Date lepplicatlonslwatar availability (7-2003) Printed. 9-16-03 z3-1©) This certificate is not valid without Water District #125's attachment entitled "Attachment to Certificate of Water Availablity' D19- 03/8 7 'N kip labor & Industries thttos://ini.wa.gov) Cant -actors 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 4642 $ 146th St TUKWILA, WA 98168 206-244-1900 KING County Business type Corporation Governing persons SUKHBIR K GREWAL GURDIP SINGH; License Verify the contractor's active registration / license / certification (depending on trade) and any past violations. Construction Contractor Active Meets current requirements. License specialties GENERAL License no. SIDHUHI881JF Effective — expiration 04/06/2012— 03/22/2020 Bond Wesco Insurance Co Bond account no 46WB074082 $12,000.00 Received by L&I Effective date 03/22/2016 03/17/2016 Expiration date Until Canceled Bond history Insurance Rockingham Casualty Company Policy no, Rock184-2268 Received by L&I 04/01/2019 $1,000,000.00 Effective date 04/26/2018 Expiration date 04/26/2020 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. VA 1,10 INDEX- P-1 SITE PLAN P-2 CRAWL SPACE & FOUNDATION PLAN P-3 MAIN FLOOR PLAN P-4 TOP FLOOR PLAN P-5 ROOF PLAN P-6 ELEVATIONS P-7 ELEVATIONS P-8 CROSS SECTION, DETAILS,& WINDOW SCHEDULE P-9 STRUCTURAL & GENERAL NOTES P-1 0 STRUCTURAL & GENERAL NOTES P-1 1 STRUCTURAL & ENERGY�NOTES P-1 2 ENERGY NOTES AREA= DRIVEWAY —27.00'X30.00' =810,00 SO.FT. WALKWAY =1 1.92"X3.00' =35.76 SO.FT. TOTAL AREA =845.76 SO.FT. x 7'-0" [7.00'11 1 5'-0" F5. DOWN SPO DRAIIji DRAIN 5'-0" [5.00'] GAS EX STING PHONE 2:: ELENRIC CONDUIT 3 STUB GAS STUB l'icsc plans have been reviewed by the PubEc Vlorks Department for conformance with current Citv standards. Acceptance is subject to errors and ornis 5 ions 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 d rawings 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. NOTE: BUILDING FOOTPRINT HOUSE WILL BE LOT AREA=7,966 SO.FT. SPRINKLERED AS PER ALLOWABLE BUILDING FOOTPRINT AREA=2,642 SQ.FT. CITY OF TUKWILA ACTUAL BUILDING FOOTPRINT AREA=2,624 SQ.FT. CODE 0 77.00' h- I- ------------------------------------------------------------------------------ ------------ 10 -C-A— CA Cli 41� 01 Cj1 _ I �F-7 ff_ — ____ — = ----------- ------------ --- :J %__ - P EL 276 80: E:EE_=277:5O GAS METER Tjijjj�, X 11 ELECTRIC ",-METER COVERED P EL 275 23: BALCONY EEE1274:57 I V?� o, _5'—O" [5.00'1 P.EL.=276.80' E�EL­277.70' LOT _#2 4656 SOUTH 146TH STREET TUKWILA, WA. 98168 1 7 MAIN FLO'&R=277.00' TOP FLOOR=287.06' EX. AVG. BLDG. GR.=276.25 PR. AVG. BLDG. GR�=276�02' P EL 275 23: EEE=275:23 I I 5�001 'A L — — — — — — — — — — — — — — J_r= — — — — — — — — — _J STORM DRAIN WALKWAY GARAGE SLAB & DRIVEWAY AT L4 MIN.177 y �'O SLOPE 0 C)l 4, CONCRETE DRIVEWA C-I EXPOSED 0 �GGREGATE 1 27'-0" '27.0011 0 C� V,i _P1 QD NEW TYPE 40 CB IN 7-e E US TOTZ- 41 D I STORM D NAGE A— EXISTI 4" _�EW_ERJF�TUB )4 0 Z C� rri R,9 g__- T 0(1 M CO 0 M (3) Z __J Z J. . . ....... 77.00' S SOUTH 146TH N STREET SITE PLAN SCALE10-11' RFF�ISIQNS No cl:piic�­ �.114de to the scoce of wor, winow o. x approval of tne Tukwila Building Division NOTE: Revisicins will reouire a new Dian Submittal andmav,ncit!ie aflditiona� olanreview. 9 117 Off RECEIVED DEC 0 3 2019 TUKWILA PUBLIC WORKS FILE COPY P..ItN.. Planreviewappro I is subject to errors and va ` omissions Approval of construction documents does .101 allthorae the ""hon of any adopted Code Or Ordinance Receipt of approved Field Copy and gec:/ ltiatw Cay f Tux —a 3U,,DNG 01VISION' MsEPARATE PERMIT FOR!T REQUIREI F R� M..hS E'So"'L, M Plumbing 0 Gas Piping *AS PER TIVIC 18.06.740 EAVES CAN INTRUDE MAXIMUM 24" INTO SETBACKS. RECEIVED CITY OF TUKWILA NOV 2 7 2019 PERMIT CENTER [C, TITLE PROPGSED FOR �IDHU HOMES 4656 SOUTH 146 STREET TUKWILA, WA. 98168 DWN; I H.B. SCALE: 1/8"- 1' DATE: SEP-09.201 9 CHKD: PHONE: (206) 244-1900 �_ DRAWING NO. liub]M=-Iorv*l Bruce MacVeigh, P.E. TUKWILA, WA, 206.242.7665 COREVIEOWEPLF D C M IANCE APPROVED DEC 2 0 2019 J A t t� V0 I of TUkIAAa > P � VA1 N HE_ADER NOTE: Unless otherwise shown, all window, wderlor door and minor interior headers(beams to be&'x1V;or4"x1Z'. Note thafheaders for these uses have been designed for the support of a ma)dmum contributing floor load for that floor and with a beam span of up to 0 feelt. (However the location of girder trusse.s�(when known) may require a re-evaluation of certain headdis. and/or the addition of additional wall columns at those locations in both the main and top floor walls.) �=NOTE: Iltimber, including* beams, unless otherwise specified, are to be HF#2 with an Fb -_ 850 psi. 2. All glularn peams to be rated: Fb = 2,400 psi. 3. All truss joists to be TJI or rated a - 4. All con I*M nectmto be! by' ft"ft_ * v Tile, unless otherwi". noted., Ail connectors used with their products ShO ft�i slpa6ii6d for #W product 21'-6" 43'-6" 5,_10" 15'-8" 28'-6" 5'- 8'-9" 6'- 11 15'- 3" S-9" S-9- 5'-6" 9 F-v1 A) a. G)"I" \__J FOINE91 FRENCH DOORS S.G./TEMPERED r W. 1. C. F NOOK IS L__J :CX,6 �w BATH 9'- 6 - 2*6"X6'8" 2'6"X.S'8� FAMILY R )OM KITCHEN PANTRY -M, > 31ff T J 1 2 J1,' 6, 16 z� �f T.J.1. JOISTS ------- � k) 15'-10" ISLAND BEDROOM-4 -Y OZ -0 21'-2" 3'-2" W-13" 10'-2" 15' 411x 12 7 CLOSET ONE )ER )3 11x Jz 11 (D' _F S ID C RE T FATHER TF SELF-CL St STAIRS P R - BEAM cxi F 14- OFC) Outdo)-rcoml+ \c6 , _04 F ni stion air for Appliance JR f C11 G24117.6.1 (304.6.1) Tw 3 -Perminent-Openings Method; I C6 cl; 2 PC. t T?vo permanent openings (6"in Diameter), one commencing 'all within 12 inches (301 imm) of tl ie top and one commencing 11; FAN 12 inches (3( 5mm) of the bottom of the enclosure, shal ,within be provided. The o)enings E hall communicate directy or by ducts with the outdoc rs or spa as that freely communicate T_ with the outdoors. 2JIA5011 H MUVI[WM NE BEAM 12' 1. 5-10 21' -2" �2 (D CD GARAGE 3og 7 Z < TA.I. JOISTS 11- LIVING @) 7 " X /7 It 6 Z 4? Dlt ING 0 0 ENTRY OPEN TO ABOVE I ROCKITT7-4 18'-3" OCKE PR IN 3. 6-11X 1211,6LE BEAM -- - - - - - --- - - -- 3'; -S� POST X )2 -71g /7, 712 //0 �'6 3'16* 63*16' 6*16' 6' 42" -,< I RE,�M­ GUARDR I BEAM - (D DROP 8' 11 - Now: I pmT"at$*MffopwModMmustbeS-mninWorwiderwghWggeM naffM acconft to SOFWS�t&7.11A and IBC 773M3 Notes. 3. $hear capacfty for cuffent deslign has been inaeased to the vaWo W 15W sheafft wfth same naftV b6oause stud tpactV is 16'MaX: Or porml orientation is haftWAL See SDIPWS T43A Note 2 and WC T2300.3 Note d. LINGUATEMALSbyWALL"Up Wall Grade b d apact"o So Geow In In In DRr­L 1 * 50 5.50, Is D.rfr-L Stud 1.50 5.60 16 0M .40 D.Fir-L Stud 1.60 5.50 16 0M "401 SHEATHINGUATEMAILUDYWALLU"Wur. - - - -_ -_ Fasteners Grp Surf Material Ratnq Shouthbig Thtek GU ft Or GVtV Stoo Typo of ES Fd Sk Notes Ln In in EA _8hu_ct9_0SB24/16 Is & Herz Herz 40000 50 NaH N 7 7 �6Y Y ��3 I't P=O= 24'1 B. 8d I N 3 4 Y (2) Both S .... _ 2411: 7'1'12. . ..&VM a X, 0 1_4� 16' 1 51 81, 6'-4" 12' 67* in: ­­x12­D,-#2 ffl�=Mrl SCALE: 1 /4"- 1' TOTAL MAIN FLOOR AREA = 2,584 SQ.FT. GARAGE AREA = 628 SQ.FT. NET MAIN FLOOR AREA = 1,956 SQ.FT. -1- 11 1 6" MINIMUM11 b 3R UP HANDRAILS 4'-3" 3'-9" 3'-9" 4'- FLOOR AREA: LOT AREA=7,966 SQ.FT. NET MAIN FLOOR AREA=1,956 SQ.FT. NET TOP FLOOR AREA=2,068 SQ.FT- TOTAL FLOOR AREA=4,024 SQ.FT. NOTE: THE HOLD DOWNS ARE SHOWN ON THE -FLOOR PLAN SHEETS FOR PLACEMENT FROAA THAT FLOOR TO STRUCTURE BELOW HOLD D"W 8 ANQ 119 KEY MODEL# CAPACITY NOTES Z 0. 0 / STHD14 3,815# 3.5" X 3.5" MIN. STUD/POST HD9B 6,580# 6.25" X 5.25" MIN. STUD/1POST 0 FID12 12,065# 5.25"X 5.25!'MIN. STUD/POST 0 HD19 15,270# 5.25" X 7.25"IMIN. STUDIPOST A 9ST48 3,640# 3.5" X 3.6' 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-BUILDINGSTRUCTURAL CALCULATIONS.) a. 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 6/8" DIA. ANCHOR BOLTS AT 48" TYPICAL SPACING -e-� SQUARE WASHER& (PER -USUAL PRACTICE) 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 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 181 OUTSIDE. FAN 5. ALL EXTERIOR WALLS TO BE 2"X6", AND INTERIOR WALLS TO BE 2"X4" UNLESS OTHERWISE NOTED. (�. -FLOOR DRAIN S.C. -SAFETY GLASS -HANCE R FUA -POCKET IN BEAM L_HJ ItVVL--D FOR CO COMPLIANCE IF PPROVED _�_�EC 20 2019 � B City of Tukwila !U�'LD'NG DRAISION 110 z TITLE PROPOSED FOR SIDHU HOMES 4656 SOUTH 146 STREET TUKWILA, WA. 98168 DWN: I H.B� SCALE: 1/4"-1' DATE: SEP.09.2019 CHKD: PHONE: (206) 244-1900 1 DRAWING NO. NNUMEFITIM Bruce MacVeigh, P.E. TUKWILA, WA. 206.242.7665 RECEIVED CITY OF TUKWILA NOV 2 7 2019 PERMIT CENTER P3 VA 7, NOTE: THE HOLD DOWNS ARE SHOWN ON THE—PLOOR PLAN SHEETS FOR PLACEMENT FROM THAT FLOOR TO STRUCTURE BELOW HOLD DOWNS ANP TI9§ KEY MODEL# Ey, STHD14 0 HD9B 0 HD12 0 HD19 A MST48 NOTES: CAPACITY NOTES 3,815# 3.5" X 3.5" MIN. STUD/POST 6,580# 5.26'X 5.26'MIN. STUD/POST 12,065# 5.25" X 5.25" MIN. STUD/POST 15,270# 5.25" X 7.2ry miN. smbirpm 3,641M 3.6'X 3.5" MIN. STUD/POST 1. ALL HOLD DOWNS AND TIES PER SIMPSON STRONG-TfE. 2. SEE CURRENT CATALOG TABLES FOR PROPER FASTENERSFOR EACH HOLD DOWN OR TIE. (A COPY OF THE TABLES FOR THESE HOLD DOWNS AND TIES IN INCLUDED IN THE BUILDINGSTRUCTURAL CALCULATIONS.) 3. CONSULT ENGINEER IF QUESTION$ ARISE IN THE FIELD CONCERNING PROPER INSTALLATION IN NON-STANDARD CONDITIONS. I INGRESS/EGRESS WINDOW /. ' - =N*3 22"�30" ATTIC ACCESS 10 I BATH BATH .1 WINDOW K co W, X -10 -a, o o L LD BEDROOM-2 �BQATH o I' W. 1. C. 2'6"X6'8" B BEQROOM-.,3 C� W.I.C. _10 BEDROOM-1. 10 -10 x x SPACE FOR HEATING AND 42" MINIMUM GUARDRAILS M� S !RETURN AIR PIPESI C� 9 x x 5. �O x 1? 90 36" AIN MUM i0DPUIL� 42" MINIMUM GUARDRAILS 42 MINIMUM GUARDRAILS 12' 4" 4' 6 6 0. 10'-2" 15' MAST BEDROOM T a OPET�f TO v) 0� < � BELOW LOU n 01 X, cl� ENSUITE r mm� U, X5' INCI. AR, 'H 3'::5' 3 J77 X (D G) COVERED 'n .1 DI COVEkQ I 1 - 5' 3 5' 10 I BEAM BALCO IY io 31 5 BA _C6NY i (D (D 1 115 (D XJL n BE �m 1= -_ -T\ 2'13' 42" UINIMUM GUARDRAILS TYP. U = _= — J G ZIEC-ERED 1 2 IM1141MUM _RDRAILS TYP.4 GUA FAI TOP FLOOR SCALE: 1 / 4 " - 1' F707F, —FLOOR AREA = 2,4801 11,(FT OPEN TO BELOW AREA = 41 S) �T. NET TOP FL. AREA = 2,068 SQ.FT. HEADER NOTE- 11 Unless 011'kenrilse shown, all window. exterior door and minor interi be6"x1&'or4"x 1ZI. -Note or headers/beams to 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 tftl[Sses�(When known) maY re . quire 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.) con M&T—ERINA- NOTE: I-AfinillidIUM r, including beams, unless otherwise specified, are to be HF#2 with be an Fb "_ mo psi. 2- All glulam beam to be rated: Fb = 2,400 psi. 3. AIItrussjo4tst0beTJIorraWe _quk E t 4. Aveonne0ors., to.b9.-by.8kn1P0Ii*iiiIIIong tie.. unless oft used withtheir produdw Wise. noted.- Ail conneclor's ShM be 968'specilled for tkilt product. Rd" Tnick eu ft I or Gov FAUNW8 ribe roe or ft Fd Sk AP* Mob$ In In lbsft j In In . Iio�z 24118 71118 W= �; 8d Nd Z3 - 24116 1#2 : - Kom 400M Od NSA IN 7 7 Y ;P4voad= 24116 7116 3. Horz 8= 8d Nd IN 3 4 Y Z3 7- Munfria atV40MV pawl edints mmt be 3' norrdnal 01"d%A 1% 10 SDPWS 4.3.7.1.4 and 15C TZ3W- & Sheweepactlyforaqw1daMan has bmn uffeased to raong because aW spicing Is It paml olieninrIm is hotirnontaL Sea SDPWS T4.3A Nobi2 wW JIM rnffi.3 No% d. *AS PER TMC 18.06.740 EAVES OAN INTRUDE MAXIMUM 2,V INTO SETBACK& REfV_1EV,'F _R 6-176 CODE COMPLIANC�E APPROVED DEC 2 0 2^0 ig City of Tulm,aa BUILDING DIVISION NOTE: HOUSE WILL BE SPRINKLERED, AS PER CITY OF TUKWILA CODE 1014 wan spect" Cmde b d spadn r in DWAG D.Fir-L Stud 1.50 5.bu 15 0.50 1 elr6t. D. Stud 1.60 5.50 16 1 ':4 0.60 40 D'FI'j W_ 1.60 f "60 14n PAI m IN MIDPOINT OF ROOF 2"XiO" BARGE BOARD - TOP MAIN FLOOR SLOPING AWN ]!I-! Li CONCRETE TILE SHAKE PROFILE Z,Z: Rr MIDPOINT OF ROOF ill loll MOM 50 - 15 1 2"XI2" TRIM BOARD 2"X12" TRIM BOARD 2"X12" TRIM BOARD 9' HIGH DOO�] ===fl lit II FF= - M-1 MUNTIN BARS TOP FLOOR STUCCO SIDING 4" TRIM ON ALL m jimil WINDOWS AND DOORS MAIN FLOOR=277.00' �5.21� - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -- A� CODE P.EL-275.231. 36" MINIMUM HIGH HAN.RA'LS AS PER IRC 2012 CODE Elf: �-"3 __-�_SLOPING AWAY 12 ZZ:Z-16 CONCRETE TILE SHAKE PROFILE 3() HARDI-PLANK SIDING WITH CORNER TRIMS E.EL-277.70' MAIN FLOOR=277,00' — — — --- — — — — — — — — — — — — — — — — — — — — — �j — — — — — — — — P. EL, = 2 7&80' NORTH ELEVATION REVE—WED 'FOR CODE COMPLIANCE APPROVED DEC 2 0 2019 City of Tukwila BUILDING DIVISION Con ;:t TITLE PROPOSED FOR SIDHU HOMES 4656 SOUTH 146 STREET TUKWILA, WA. 98168 DWN: Ff. B. SCALE: 1/4"-l' DATE: SEP.09.201 9 CHKD: (206) 244-1900 DRAWING NO. Bruce MocVeIgh, P.E. TUKWILA, WA. 206.242.7665 RECEIVED CITY Or TUKWILA NOV 2 7 2019 PERMIT CENTER P6 2 110 REL. � 276.80' WEST ELEVATION SOUTH ELEVATION 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 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. 16" MINIMUM I HANDRAILS �R IRC 2012 CODE REVIEWED FOR CODE COMPLIANCE APPROVED DEC 20 2019 City of Tukwila BUILDING DIVISI TITLE PROPOSED FOR SIDHU HOMES 4656 SOUTH 146 STREET TUKWILA, WA. 98168 OWN: I H.B_ SCALE: 1/4"-1' DATE: SEP.W2019 CHKD: (206) 244-1900 r= DRAWING NO. ��N Bruce MocVeIgh, P.E TUKWILA, WA. 206.242.7665 RECEIVED CITY OF TUKWILA NOV 2 7 2019 PERMIT CENTER P7 %..# % % W "A % %.,If A VA WINDOW SCHEDULE GLAZING /SKYLIGHT BY TYPE 01 'GIq'_ T'E '00, 'X4 STRAPPING, BUILDING PAPER �RIDGE VENTING' GUTTERS LAUNDRY IP FLOOR=287.06' HEADERS: (SIZE DETERMINED BY OPENING WIDTH) STUDS 2X4 @ 12"O.0 LOFT TYP_ EXI_ WALL CQNS;TRI!CTION---\ LTYP. FLOOR CONSTRUCTION: HARDI-PLAN, "DI'd BUILDING WRAP I" T&G PLYWOOD 0 SB SHEATHING T-J.1. JOISTS W/ 2*'X6" STUDS @16 . 0 C. CROSS BRIDGING OR BLOCKING R21 BATT INSULATION OR AS PER FLOOR DESIGN Y,," GYPSUM BOARD BY OTHERS NOOK KITCHEN DINING FINISH TO CODE RAM:NG _I_F NSULAT ON _VAPOU R BARRIER -DRYWALL -4 MAIN FLOOR=277.00' I 222Z= 1 FINISHED GRADE R-30-J INSULATION 6 MIL BLACK f�A��R BARRIER #(4) @ 48" O�C. FOR STRUUI�N �LOINT 0 — - — — — — — — — — — — — — — — — — — — — — — _110� Note: SECTION (1) #4 CONTINUOUS Section notes by P. SCALE: 1 /4"- 1' 2-P� RE13AR Eng. shall have OR AS CALCULATED precedence over BY CIVIL ENG. designer's notes. 4 TYP. STAIR DETAIL ri_� SCALE: 1/2"- 1' �P3-F`4) a NO. MANUFACTURER FRAME MATERIAL SIZE OTY. U-VALUE AREA S.F. 1 JELb-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 6730 15 4 JELD-WEN WINDOWS VINYL 3'X 6' 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 VINYL 6X5' ARCH -TOP 1 0.30 27.1 8 JELD-WEN WINDOWS VINYL 6'X5' 2 0730 30 -9 JELD-WEN WINDOWS VINYL I 6'X6 1 1 1 b.30 WINDOW NOTES: 2 X TRUSS OF ROOF FRAMING 1. CONTRACTORS SHALL VERIFY ALL ROUGH OPENINGS. SUBMIT SHOP R-49 ATTIC INSULATION DRAWINGS Y2" DRYWALL 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 2"x6" BOTTOM TREATED PLATE 10" x 5/8" ANCHOR BOLTS 7" EMBEDMENT 0 48" SPACING 8"THICK GONG. WALL DRAIN TILE ER TYP. AILED WOOD STEPS OSING GENERAL NOTES ALL CONSTRUCTION PER APPLICABLE CODE AND ORDINANCES 2015 IRC, IBC - 2015 WASHINGTON STATE ENERGY CODE VERIFY ALL DIMENSION ON THE JOB SITE. BRING DISCREPANCIES TO THE ATTENTION OF OWNER OR DESIGNER OWNER WILL VERIFY WINDOW SIZES AND MANUFACTURER WITH FRAMER BEFORE THE START OF THE CONSTRUCTION ONE WINDOW PER BEDROOM SHALL MEET EGRESS CODE SKYLIGHTS PER 2015 IBC OWNER WILL VERIFY ELECTRICAL AND HEAT LAYOUT WITH THE INSTALLER BEFORE INSTALLATION TJI PRODUCTS TO BE INSTALLED PER MANUFACTUER'S INSTALLATION GUIDE AND APPROVED REPORTS ALL METAL CONNECTION WITH TREATED WOOD SHALL BE AT A MIN. TRIPLE ZINC ZMAX (G185 PER ASTM A653); HOT DIP GALVANIZE (ASTM A123 FOR CONNECTORS AND ASTM 153 FOR FASTENERS AND ANCHORS 42" GUARD �- RAILING BOLTED TO B.J� 2"XI2" BOX JOIST. — VINYL WATERPROOF DECKING, 3/4"ACX PLYWOOD, 2"X12" JOISTS SLOPED AWAY FROM WALL. TYP_ 6"X6" POST COVERED BALCONY flNG WITH 2X2 CANSTRIP. BEAM LUS212 III I '77tENTRY DOOR DOOR JAM-�� EXPIRIES: 4/24 6X6 SIMPSON P BRACKET SILL CASKET GONG. SLAB, FLOOR SYS. /4",­ 7? 3LOPING AWAY —ENTRY AREA WALL WILL BE CONC. WALL DAMPROOFING�/ FLUSH TO THE TOP OF THE FIRST FLOOR. CRAW FLASHING TO BE INSTALLED BY CONTRACTOR SPACE EXTERIO AS PER IRC 2015 CODE. E�t SLAB & DECK DETAIL AT FRONT ENTRY _13 SCALE: 1 /4"- 1 REVIEWED FO p2-P� CODE COMPLIAN APPROVED DEC 2 0 2019 10\R_ 0 5-115 CityofTukwila TITLE PROPOSED FOR SIDHU HOMES 4656 SOUTH 146 STREET TUKWILA, WA. 98168 DWN: H.B. SCALE: AS NOTED DATE: SEP.09.2019 CHKD: PHONE: (206) 244-1900 DRAWING NO. mlffimfflml�* I Bruce MacVeigh, P.E. TUKWILA, WA. 206-242.7665 RECEIVED CITYOrTUKWILA NOV 2 7 2019 PERMIT CENTER FAR a General Notes and Requirements GENERAL NOTES: 1. Approved site address shall be provided for all new constructions in such position as to be plainly visible from the street fronting the structure, 2. Walls and floors separating dwelling units in the same building shall not be less than I-hr fire resistive construction. 3. Garage shall be separated from the residence and its attic area by not less than 1/2" gypsum board applied to the garage side. Garages beneath habitable rooms shall be separated from all habitable rooms above by not less than 5/8" Type "X" gypsum board. 4. R-3 Single -Family residence, duplexes or townhouses, shall not exceed 40' in height. (IRC Section 503 Table 503) Zoning regulations or Deed restrictions may limit the height of structure more stringently. 5. Dwelling units shall have at least one room with not less than 120 sq.ft. of floor area. Other habitable rooms, except kitchen, shall have an area of not less than 70 sq.ft., and be not less than 7'In any dimension. 6. All wood in contact with the ground or embedded In concrete shall be approved pressure -treated wood. 7. End of wood girders entering concrete or masonry walls shall be provided with a 1/2' air space on tops, sides, and ends unless naturally durable or pressur�fterttad wood used. 8. Whether resistive sheathing paper as asphalt -saturated felt must be free from holes and breaks, weighing no less than 14 pound per sq,ft. Such felt shall be applied horizontally with the upper layer lapped over the lower layer not less than 2" and where joints occur, felt shall be lapped not less than 6". 9. Provide caulking, sealing, weather stripping to prevent air leakage around: all windows and exterior doors, opening between walls and foundation, opening between walls and roof, opening at all penetrations of the building envelope for utility services. 10. All access doors train conditioned to unconditioned spaces (attics, crawl spaces, etc.) shall be weather shipped and Insulated to the level equivalent to the insulation on the surrounding surfaces. FOOTING AND FOUNDATION: 1. All feeling shall be supported on undisturbed natural soil or engineered fill. 2. Footing for masonry fireplaces and chimneys shall be constructed of concrete or solid masonry at least 12* thick and shall extend at least 6" beyond the face of the foundation wall. 3. Concrete foundation walls shall extend above finished grade adjacent to the foundation at all points a min. of 4" where masonry used and a min, of 6* elsewhere. 4. All exterior feelings shall be placed at least 18' below undisturbed ground surface. 5. A ground cover of 6 mil. black polyethylene shall be laid over the ground within crawl spaces. The ground cover shall be overlapped 12' min. at the joints and shall extend to the foundation wall. The ground cover may be omitted if crawl space has concrete slab of min. 3 112" in thickness. DRAINAGE NOTES: 1. Surface drainage shall be diverted to a storm sewer conveyance or other approved point of collection so as to not create a hazard. Lots shall be graded to drain surface water away from foundation walls. FRAMING NOTES: 1. Access to all under floor spaces shall be provided with a min. opening of 18" x 24". 2. Under floor clearance shall be a mim of Is" to the floor joist and 12" min. to the wood girders. 3. Attic with a minimum vertical height of 30" must be provided with a minimum access opening of not less than 22" x 30". DOORS AND WINDOWS: 1. At least one exit door shall be provided for each dwelling unit, The required exit door shall be a side -hinged door not less than 36" in width and 80" in height. 2. Openings from a garage directly into room used for sleeping purposes shall not be permitted. Other opening between garage and residence shall be 20-minute fire -rated doom. 3. All sleeping rooms and basement are required to have egress windows. The window shall have a min. net clear openable area of 5.7 sq.ft. The min, net clear openable height shall be 24' and min. openable width shall be not less than 20'. The Window shall have a finished sill height not more than 44" above the floor. Window wells shall be provided when egress windows have a finished sill height below adjacent ground elevation. The well shall allow the window to be fully opened and provide a min. accessible net clear opening of 9 sq,ft. with a min. dimension of 36". Window wells with a vertical depth of more than "" shall be provided with a permanent ladder. 4. Any change in windows must be approved by the Building Department prior to installation. NFRC compliance sticker shall remain on the windows until the framing inspection has been approved by the Building Department. VENTILATION NOTES: 1. All habitable rooms must be provided with natural fight (glazing area min. 8 percent of the floor area of such room) and ventilation, and have a min. openable area to the outdoor of 4 percent of the floor area being ventilated, 2. For the purpose of air flow, all interior doors shall be undercut to a min. of 1/2" above the surface of the finished floor coven . ng. EXHAUST FANS: IRC R303.4, Section M1501, M1507. Exhaust fans are required in each kitchen. bathroom, water closet roam, laundry facility, indoor swimming pool, spa and other reams where excess water vapor or cooking odor is produced. The air removed by every mechanical exhaust system shall be discharged outdoors at a point where It will not cause a nuisance and not less than the distances specified in IMC Section 501.2.1. The air shall be discharged to a location from which it cannot again be readily drawn in by a ventilating system. Dryer exhaust ducts shelf not be exhausted into an attic or crawl space. The termination point shall be located at least 3-feet from property lines, 34rot in any direction from openings into the buildings and I 0-feet from mechanical air Intakei SEALS AND WEATHERSTRIPPIN : 1. Apply DuPont FlexWrap self adhesive material into the windows rough opening prior to windows installation, per manufacturees recomendation. 2. Exterior doom and windows shall be designed to limit air leakage into or from the building envelope. 2a. Exterior joints around windows and door frames. opening between walls and foundation, between walls and roof and wall panels; opening at penetrations of utility services through walls, floom and roofs; and all other openings In the building envelope and between units shall be sealed, caulked, gasketed or weatherstripped to limit air leakage. 3. All exterior doors or doors serving as access to an enclosed unheated area shall be weatherstripped to limit leakage around their perimeter when in a closed position. 4. Site built windows shall be made tightfitfing. Fixed fites shall have glass retained by stops with sealant or caulking all arouind. Operating sash shall have weatherstrippIng working against overlapping him and and a closer/latch which will hold the sash closed. The window frame to framing crack shall be made tight with caulking, overlapping membrane or other approved technique. INSULATION NOTES 1. Wall insulation, attic, vaulted calling and under -floor insulation shall be in accordance with a local energy code. Insulate behind tubs and showers. Insulation baffles to maintain min. 1' air space above insulation. Extend baffle 6" above baft Insulation. Extend baffle 12" above blown insulation. 2. All ductwork shall be insulated without impingement from building surface. 3. In deep frost line areas, or as required by local code, water pipes outside of the conditioned space shall be Insulated to a min. of R-3. 4. All electric hot water heaters must be insulated to a R-10 when located In an unheated space or on a concrete floor. ROOF NOTES: I. Roof slopes from 2 units vertical by 12 units horizontal up to 4 units van. and 12 units horizontal, underlayment shall be 2 layers overlapping 19 inches, For slopes of 4 units verL by 12 units horz. or greater, underlayment shall be I layer overlapping 2 inches. MASONRY: 1. Stone and masonry veneers installed over a backing of wood or cold -formed steel shall be limited to the first story above grade and shall not exceed 5" in thickness. STAIRS AND RAILING N : 1. Handralls, height measured vertically from the sloped plane adjoining the tread nosing or finished surfers of ramped slope, shall be no less than 34"not greater than 38". Spacing between the wall and handrail shall be not less than 1 1/2". All required handrails shall provide adequate graspability. 2, All stairways shall have a min. of 6'8" headroom clearance, measured vertically from the sloped plane. Stairways shall be not less than 36" In clear width at all points. Usable space under stairs shall be protected with 112" gypsum board from the enclosed side. 3. The max. dser height shall be ? 314". The riser shall be measured vertically between leading edges of the adjacent treads. The minimum tread depth shall be 11". The largest tread rise or ran may not exceed the smallest by more than 3/8'. Winder treads shall have a min. tread depth of 6' at any point. 4. There shall be a floor or landing at the top and bottom of each stairway. A flight of stairs shall not have a vertical rise greater than 12.9 between floor levels or landings. The width of each landing shall not be less than the stairway served. Every landing shall have a min. of 36" measured in the direction traveled. Exception: A floor or landing is not required at the top of an Interior flight of stairs, including stairs In an enclosed garage, provided a door does not swing over the stairs. All interior and exterior stairways shall be provided with a means to Illuminate the stairs and landing. The floor or landing at the exit door shall not be more than 1.5" lower than the top of the threshold. There shall be a wall switch at each floor level to control the lighting, where the stairway has six or more risers, The Illumination of exterior stairways shall be controlled from inside the dwelling unit. 5. Spiral stairways are permitted, provided the min. width of 26" with each tread of min, of 7 1/2" at 12" from the narrower edge. All treads shall be Identical and With a max. rise of 9 112*. A minimum headroom shall be 6'- 6". (IRC R311.8.1) 6. Porches, balcony, ramps or raised floor surfaces located more than 30 inches above the floor or grade below shall have guards not less than 36' In height. Open sides of stairs with total rise of more than 30' shall have guards not less than 34" in height measured vertically from the nosing of the treads. Opening in guards must be such that a 4" sphere can not paw through. SAFETY GLAZING REQUIRE : R308.1 Each pane of glass Installed In a hazardous location shall be provided with a manufacturer's designation specifying who applied the designation, designating the type of glass and the safety glazing standard The designation shall be visible In the final installation and shall be acid etched, sand -blasted, ceramic ii�;d, laser etched, embossed or on that cannot be removed without being destroyed. R308.4 Hazardous locations. The following shall be considered specific hazardous locations for the purposes of gining: 1. Glazing in all fixed and operable panels of swinging, sliding and bifield doors. Exceptions: 1. Glazed openings of a size through which a 34nch diameter (76 mm) sphere Is unable to pass. 2. Decorative glazing. R308.4.2. Glazing in an individual fixed or operable panel adjacent to a door where the nearest vertical edge Is within a 24-Inch (610 mm) are of the door In a closed position and whose bottom edge Is less than 60 inches above the floor or walking surface. Exceptions: 1. Decorative glazing. 2. When there Is an intervening wall or other permanent barrier between the door and the glazing. 3. Glazing In walls on the latch side of and perpendicular to the plane of the door In a closed position. 4. Glazing where access through the door is to a closet or storage area 3-11 or less In depth. 5. Glazing that is adjacent to the fixed panel of patio doors. R308.4.3. Glazing in an Individual fixed or operable panel that meets all of the following conditions'. 1. The exposed area of an Individual pane is larger than 9 square feet; and 2. The bottom edge of the glazing is less than 18 inches above the floor and 3. The top edge of the gl&ing is more than 36 inches above the floor; and 4. One or more walking surfaces are within 36 inches, measured horizontally and in a straight line, ofthe glazing. Exceptions: 1. Decorative glazing. 2. When a horizontal rail is installed on the accessible side(s) of the glazing 34 to 38 Inches above the walking surface. The rail shelf be capable ofwithstanding a horizontal load of 50 pounds per linear foot without contacting the glass and be a minimum of 1112 inches (38 mrn)In cross sectional height. 3. Outboard panes In Insulating glass units and other multiple glazed panels when the bottom edge of the glass is 25 feet or more above grade. a roof, walking surfaces or other horizontal (within 45 degrees of horizontal surface adjacent to the glass exterior. R308.4.4. All glazing in guards and railings regardless of area or height above a walking surface, including structural baluster panels and nonstructural Infill panels. Glass used as a handrail assembly or a guard section shall be firmly supported on all edges. As an option glazing not supported on alledges, shall be approved subject to detailed construction documents, detailed shop drawings, and analysis or test data assuring safe performance for the specific installation prepared by a registered design professional shall be required. (ref IBC2403) R308.4.5. Glazing and wet surfaces including enclosures or walls facing hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers where the bottom -exposed edge of the glazing Is less than 60 Inches measured �erfically above any standing or walking surface and less than 60-Inches measured horizontally in a straight line from the water's edge of a bathtub, hot spa, or whirlpool, or swimming pool. Glazing In walls and fences adjacent to indoor and outdoor swimming pools, hot tubs and spas where the bottom edge ofthe glazing is less than 60 inches above a walking surface and within 60 Inches, measured horizontally and in a straight line, of the water's edge. This shall apply to single glazing and all panes in multiple glazing. R308.4.6. Glazing adjacent to stairways, landings and ramps less than 36 inches above the plane of the walking surface. Exceptions: 1. When a tell is installed on the accessible side(s) of the glazing 34 to 38 inches above the walking surface. The rail shall be capable of withstanding a horizontal load of 50 pounds per linear foot without contacting the glass and be a minimum of 1112 inches in cross sectional height. 2. Glazing 36-inches or more measured horizontally from the walking surface. R308.4.7. Glazing adjacent to the stair landing at the bottom of a stairway where the glazing is less than 36- Inches above the landing and within 60 Inches horizontally of the bottom tread, Exceptions: The side of the stairway has a guardrail or handrail, including balusters or in -fill panels, complying with Sections R311.7.6 and R312 and the plane of the glass is more than 18 Inches from the guardA BATH AND SHOWERS 1. All walls and ceilings of bathtub and shower enclosures areas shall be covered with approved waterproof material. 2. Shower walls and floors, and walls above the bathtubs with Installed shower heads shall be finished with a nonabsorbent material. Such wall surface shall extend to a height of not less than V-S" above finished floor. 3. Water resistant gypsum board shall not be Installed over a vapor retarder in a shower or tub compartments. 4. AM surfaces immediately adjacent to washer, dryer and laundry tubs shall be surfaced with approved waterproof material. 5. All bathroom and utility room floor shall be finished with approved nonabsorpifive material. 6. Kitchen floor shall be finished with approved nonabsorptive material. 7. Shower shall have a min. finished Interior floor area of 1024 sq.1n. and shall also be capable of encompassing a 30" circle. 8. Water closet shall be located in a clear space not less than 30 inches in width. The clear space in front shall be min. of 21 inches. SKYLIGHTS: 1. All skylights must be laminated glass under tempered glass, unless provided with screens. Exs.: Laminated glass need not be provided within Individual dwelling units when fully tempered glass Is used as single glazing or In both panes of an insulating glass unit when all the following conditions are met: a. The area of each pane or unit shall not exceed 16 sq.ft. b. The highest point of the glass shall not be higher than 12 feet above the walking surface or other accessible area. c. The nominal thickness of each pain shall not exceed 3/16". FIREBLOCKING 1. Fireblocking shall be provided to cut off all concealed draft openings(vertical and horizontal) and to form an effective fire barrier between stories and the root spaces. Fireblocking shall be provided In wood framed construction in the following locations: At opening around vents, pipes. and dust at ceiling and floor levels. At all drop ceilings, soffits and cove ceilings. Vertically at the ceiling and floor levels, Horizontally at Intervals not exceeding 10 ft. Between stair stringers at the top and bottom of the run. Fireblocking of comices of a two story dwelling is required at the line of the dwelling unit separation. CHIMNEY TERMINATION: 1, Chimneys for residential -type or low heat appliances shall extend at least 3 feet above the highest point where they pass through a roof of a building and at least of 2 feet higher than any portion of building within horizontal distance of 10 feet. FIREPLACE HEARTH EXTENSION : 1. Hearth extensions shall extend at least 16" in front of and at least 8" beyond each side of the fireplace opening. Where the fireplace opening Is 6 sq.ft. or larger, the hearth eMnsion shall extend at least 20" beyond each side of the fireplace opening. LIQ013, ANQLUMBER: "it wood it, contact with concrete or masonry slab that Is in direct contact With the earth shall be naturally durable or preservative -treated wood. 2. Wood, siding, sheathing and wall framing on the exterior of a building must have a clearance of 6 inches from the ground, except where material used is naturally durable or preservative -treated wood. 3. The post and columns shall be restrained to prevent lateral displacement at the bottom end. Wood columns shall be not less than 4" x 4" and steel columns $hall be not less than 3 inches its. standard pipe or equivalent. 4 . Plywood sub flooring shall be 3/4" T.&G. COX or 11116" OSB (glued and nailed). Wall and roof sheathing shall be 1/2" COX or 7/1 S* OSB nailed per shear wall schedule. 5. Wood trusses shall be designed with approved engineering practice. Trusses shall be braced to prevent rotation and provide lateral stability. Roof truss design and a shop drawings shall be provided to the building official at the time of permit application and shall be on site prior to erection. FIELD MEASUREMENTS of building framing must be done (to verify drawing/field accuracy) prior to ordering of Trusses. 6. The end of each joist, beam or girder shall have min. of 1 1/2' hearing on wood or metal and min. of 3" on masonry or concrete. Joists framing from opposite sides over a hearing support shall lap a min, of 3* and shall be nailed together With a min. of three 10d face nails. 7. Ridge board shall be at least of I" thickness and not less In depth than the cut end of the rafter. Rafters shall be framed to ridge board or to each other with a gusset plate as a tie. At all valley and hips there shall be a valley or hip rafter min. of 2' thickness and not less In depth than the cut end of the rafters. 8. Ceiling Joists shall be continuous or securely joined where they meet over Interior partitions and nailed to adjacent rafters to provide a continuous Ile across the building when such Joists are parallel to the callers. MECHANICAL All appliances must be Installed per manufacturer specifications. 1. Every dwelling unit shall be provided with healing facilities capable of maintaining a min. room temperatures of 68 deg. F In all habitable rooms. Each heating -cooling system shall be provided with at least one temperature control device. 2. AJI warm air furnaces shall be listed and labeled by an approved agency and installed per manufacturer specifications. 3. Appliances shall be accessible for inspection, service and replacement without removing permanent construction. 4. Appliances having an ignition source shall be elevated such that the source Ignition is not less than 18 Inches above the floor of garage, and shall be protected from impact by automobiles. 5. Appliances designed to be fixed in position shall be fastened or anchored In an approved manor. Temperature and pressure relief valves shall be drained to outside. Drain may not be trapped and must terminate from 2" - 6" from the ground. Where required, an approved expansion tank shall be provided. 6. Where applicable, provide water hammer arrestors at all quick -acting valves at plumbing supply 7. Clothes dryer exhaust ducts shall terminate outside the building, and be equipped with a backdraft damper. The max. length of a clothes dryer exhaust shall be not more than 25 ft. from the dryer location to the wall or roof termination. Duct length must be reduced by 2.5 ft. for 45 deg. bend and 5 ft. for 90 deg. bend. 8. All showers and tubs $hall have pressure balancer or thermostatic controlled mixer valves. 9. All healing duct within unconditioned spaces shall be insulated, 10. Installer shall leave the manufacturer's installation and operating instructions attached to the appliance. VAPOR RETARDERfMOISTURE CONTROL: IRC R702.7 Class 1, 11, or fill, vapor retarders shall be in-st Ifed on the Interior side of the framed walls. Sheet polyethylene, Imperforated aluminum fail, kraft-faced fiberglass bads, latex or enamel paints In stalled In accordance with manufacturer specifications are deemed to meet class 1, 11, or Ill. Kraft -faced baits shelf be face stapled over studs. AIR LEAKAGE INCLUDING RECESSED LIGHTING FIXTUR S: IECCIWSEC R401.3, R402.4. The buIlding or dwelling shall be tested and verified as having an air leakage rate not exceeding 5 air changes per hour. Testing shelf be conducted with a blower door In accordance with IECCMSEC R402.4.1.2. A written report of the results of the test shall be signed by the party conducting the test and provided to the building Inspector during the ffnal Inspection. Provisions to limit air leakage shall be provided to those locations separating outdoor ambient conditions from interior spaces that are heated or mechanically cold. Seals & Weather-stapping: a) Exterlorjoints around Windows and door frames, openings between walls and foundation, between walls and roof and wall panels; openings at penetrations of utility services through walls, floors, and roofs: and at all other openings in the building envelope, and between dwelling units shall be sealed, caulked, gasketed or weather-stripped to limit air leakage. Other exterior joints and seams and seams shall be similarly treated or taped, or covered with moisture vapor permeable house wrap. b) All exterior doors or doors serving as access to an enclosed unheated area shall be weather-stripped to limit air leakage around the perimeter when in a closed position. a) Site built windows are exempt from testing but shall be made tight lifting. Fixed Iftes shall have glass retained by stops with sealant or caulking all around. RECESSED LIGHTING FD(TURES shall be type IC rated, and Ins and certified under ASTM283 to have no more than 2.0 c1m air movement from the conditioned space to the ceiling cavity. The lighting fixture shall be tested at 76 Pascal's or 1.57-lbs/sq. ft. pressure difference and have a label attached, showing with this test method. Recessed lighting Mums shall be installed with a gasket or caulk between the fixture and ceiling to prevent air leakage. ELECTRICAL NOTES: 1. Separate permit may be required for electrical, mechanical and plumbing Inspection$. All electrical wiring and Installations shall be as required by state and local electrical codes. 2. Provide GF1 for all bath receptacles and waterproof outlets with V-10" of all sinks and laws. 3. Smoke detectors shall be Installed In each sleeping area, outside of each sleeping area In the immediate vicinity of the bedrooms and on each additional story of the dwelling including basement but not crawl space or uninhabitable office. Smoke cletectors shall be Interconnected In such a manner that the actuation of one alarm will activate all of the alarms. In new construction, the required smoke alarm shall receive their power from the buildingwiring when such wiring Is served, and when primary power is Interrupted,shall receive power from a battery. Smoke detectors shall be a min. of T-0" from duct opening. 4. All receptacles shall be grounded type, Receptacles located in kitchen and bathrooms shelf be installed above the work top. 5. Outlets in garage, mechanical rooms and unconditioned storage shall be mounted 18" off floor, and shall be GFI circuit. 6. All recessed lighting to be thermally protected. 7. All calling boxes used for support of fans, shall be approved type, and securely fastened to building frame. 8. Interior staiways shall be provided with a light source located In the Immediate vicinity of each landing of the stairway. 9. All exterior building and landscaping lighting connected to the common house meter must meet high efficiency requirements and controlled by photocell that prevent operation during daylight hours. 10. Exterior stairways shall be provided with a light source located In the Immkiate, vicinity of the top of the landing of the stairway. The illumination of exterior stairways shall be controlled from inside the dwelling unit. LIGHTING IECCIWSEC R404 & Chapter 2. A minimum of 751/6 of permanently Installed lamps in IlightIng fixtures shall be high -efficacy lamps. Fuel gas fighting systems shall not have continuously buting ift at lights. High efficiency lamps are defined in Chapter 2. they include compact fluorescent lamps, T_S or smaller diameter fencer fluorescent lamps or lamps with an efficacy 1) 60 lumens per watt for lamps over 40 watts; 2) 50 lumens per watt for lamps over 15 watts to 40 watts; 3) 40 lumens per watt for lamps 15 watts or less. TABLE M1507.4 AREA TO BE EXHAUSTED EXHAUST RATES Kitchen 1100 cfm Intermittent or 25 cfm continuous BathroonifTollet Room 50 cfrn intermittent or 20 chat continuous TABLE M1507.3.6.2 PRESCRIPTIVE SUPPLY FAN DUCT SIZING Supply Fan Tested CFM at 0.40" WG Specified Volume Minimum Smooth Minimum flexible from Table 1507.3.3 (1) Duct Diameter Duct Diameter 50 - 90 CFM 4 INCH 5 INCH 90 -150 CFM 5 INCH 6 INCH 150 .250 CFM 6 INCH 7 INCH 250 .400 CFM 7 INCH 8 INCH NOTES PER 2015 IBC & WSEC TABLE R402.1.1 WSEC INSULATION AND FENESTRATION REQUIREMENTS BY COMPONENTa CLIMATE ZONE FENESTRATION U-FACTORb SKYLIGHT U-FACTOR GLAZED FENESTRATION SHIGCb, a CEILING R-VALUEJ WOODFRANIEWALL R-VALUE Mass Wall R.Valuel FLOOR R-VALUE BELOW-GRADEc,k WALL R-VALUE SLABd R-VALUE & DEPTH 5 AND MARINE 4 0.30 0.50 NR 49 21 Int 21121h 30g 10115121 Int+T8 10, 2ft I foot.= 304.8 mm, ci = continuous Insulation, int, Intermediate framing, a R-values are minimums. U-1factors and SHGC are maximums. When insulation is installed in a cavity which is less than the label or design thickness of the Insulation, the compressed R-value of the Insulation from Appendix Table A101 A shall not be less than the R-value specified in the table. b The fenestration U-fiactor column excludes skylights. The SHGC column applies to all glazed fenestration. r =xception: Skylights may be excluded from glazed fenestration SHGC requirements In Climate Zaniest through 3 where the SHGC for such skylights does not exceed 0.30, c "10/1 5/21,+TB" means R-10 continuous insulation on the exterior of the wall, or R-1 5 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. '1011 5121.+TB* shall be permitted to be met with R-1 3 cavity Insulation on the Interior of the basement wall plus R-5 continuous insulation on the interior or exterior of the wall. "10113" means R-1 0 continuous Insulation on the interior or exterior of the home or R-13 cavity Insulation at the Interior ofthe basement wall. 'TB" means thermal break between floor slab and basement wall. it R-10 continuous insulation is required under heated slab on grade floors. See R402.2.9,1. a There are no SHGC requirements in the Marine Zone. I Basementwall 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 "11-5" means R-1 3 cavity insulation plus R-5 continuous insulation or insulated siding. If structural sheathing covers 40 percent or less of the exterior, continuous Insulation 11-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. I 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-vaufted 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-1 0 Insulation. I Log and solid timber walls with a minimum average thickness of 3.5 Inches are exempt from this insulation requirement. Ventilation reauirelifients are met thromah the "r scrilptive method with tresh air mvided throunh an integrated forced air s vs tem sunplyliffifir fresh air throucith the forced air system and exha ust thromah the whole house fan. TABLE M1507.3.3(i) CONTINUOUS WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM AIRFLOW RATE REQUIREMENTS DWELLING UNIT NUMBER OF BEDROOMS FLOOR AREA 0.1 2-3 4-5 6.7 �7 (square feet) Airflow in CFM 1,500 30 45 60 75 90 1,501 .3,000 45 60 76 90 105 3,001 -4,500 60 75 90 105 120 4,501 - 6,000 75 90 106 120 135 61001 - 7,500 90 120 136 ISO >7,600 105 120 135 ISO 165 For SI: I square foot 0.0929 ni I cubic foot per minute = 0.0004719 rin"Is. TABLE M1507.3.3(2) INTERMITTENT WHOLE4iOUSE MECHANICAL VENTILATION RATE FACTORS a,b RUN-TIME PERCENTAGE IN EACH 4- 26% 33% 50% 66% 75% 100% HOUR SEGMENT Factor' 4 3 2 Cs 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 403.8.4.2 PRESCRIPTIVE EXHAUST DUCT SIZING Fan Tested CFM Minimum Flex Max. Length Minimum Smooth Max. Length Maxlr @.2V'W.G. Diameter Feet Diameter Fast Elbo, so 4 Inch 25 4 inch 70 3 so 5 Inch 90 5 Inch 100 3 so 6 Inch No Limit 6 Inch No Limit 3 80 4 Inch- NIA 4 Inch 20 3 80 5 Inch is 5 Inch 100 3 80 6 inch 90 6 Inch No Limit 3 100 5 Inch- NfA 5 Inch 50 3 100 6 Inch 45 6 Inch Me Limit 3 125 6 Inch is 6 Inch No Limit 3 125 7 Inch 70 7 Inch No Limit 3 For each additional elbow subtract 10 feet from length. Flex ducts of this diameter are not permitted with fans of this size. I the REVIEWED 'FOR CODE COMPLIANCE APPROVED DEC 20 2019 City of Tukwila BUILDING DIVISION f-EXPIRES: 4124le, I' EME "I TITLE PROPOSED FOR SIDHU HOMES 4656 SOUTH 146 STREET TUKWILA, WA. 98168 11 DWN: I H.B. 11 II SCALE: I IDATE: I SEP�09.2019 CHKD: I PHONE: 1 (206) 244-1900 DRAWING NO. MMUMENT1 MIN Bruce MacVelgh, P.E, TUKWILA, WA, 206.242.7665 RECEIVED CITY OF TUKWILA NOV 2 7 2019 PERMIT CENTER NO P P 9 KAI General Notes: IN 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 STRENGTHa (fc) TYPE OR LOCATION OF CONCRETE Weathering Potentialb 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 3,000cf, e, f 3,500d, e, f slabs TABLE R403.3(l) 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(l) FREEZING FOOTING INSULATION RNALUEc, e (inches) INDEX DEPTH D ff-days)b (Inche�) RNALUEc, d Along At walls corners A B C 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 16 10.1 10.5 . 13.1 24 36 60 According to TABLE R403.3(2)-continued AIR -FREEZING INDEX FOR U.S. LOCATIONS BY COUNTY AIR -FREEZING INDEX STATE 1500 or les! i 2000 2 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 Dampproofing Except where required by;3ection R40 - 6.2 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 outs . ide finished grade, unless an approved drainage system is provided. R302.11 Fireblocking In combustible construction, fireblocking shall be provided to cut off both vertical and horizontal concealed draft openings and to form an effective fire barrier between stories, and between a top story and the roof space. Fireblocking shall be provided in wood -framed construction in the following locations: 1. In concealed spaces of stud walls and partitions, including furred spaces and parallel rows of studs or staggered studs, as follows: 1.1. Vertically at the ceiling and floor levels. 1.2. Horizontally at intervals not exceeding 10 feet (3048 mm). 2. At interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings. 3. In concealed spaces between stair stringers at the top and bottom of the run. Enclosed spaces under stairs shall comply with Section R302.7. 4. At openings around vents, pipes, ducts, cables and wires at ceiling and floor level, with an approved material to resist the free passage of flame and products of combustion. The material filling this annular space shall not be required to meet the ASTM E 136 requirements. R305.1 Minimum Height Habitable space, hallways and portions of basements containing these spaces shall have a ceiling height of not less than 7 feet (2134 mm). Bathrooms, toilet rooms and laundry rooms shall have a ceiling height of not less than 6 feet 8 inches (2032 mm). R308 Glazing; Except as indicated in Section R308.1.1 each pane of glazing installed in hazardous locations as defined in Section R308.4 shall be provided with a manufacturer's designation specifying who applied the designation, designating the type of glass and the safety glazing standard with which it Complies, which is visible in the final installation. The designation shall be acid etched, sandblasted, ceramic -fired, laser etched, embossed, or be of a type that once applied cannot be removed without being destroyed. A label shall be permitted in lieu of the manufacturers designation, R31 0.1 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 I he 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 po� rtions 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 halfway shall be not less than 3 feet (914 mm). R311.7.1 Stairway Width Stairways shall be not less than 36 inches (914 mm) in clear width at all points above the permitted handrail height and below the required headroom height. Handrails shall not project more than 41/2 inches (114 mm) on either side of the stairway and the clear width of the stairway at and below the handrail height, including treads and landings, shall be not less than 31112 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 318 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 red) 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 (1102 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 Handraills 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 walkline 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 walkline. 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 mmJI horizontally from the door or opening of a bathroom that contains a bathtub or shower'uniess this would prevent placement of a smoke alarm required by Section R314.3. R314.3.1 Installation Near Cooking Appliances Smoke alarms shall not be installed in the following locations unless this would prevent placement of a smoke alarm in a location required by Section R314.3. 1. Ionization smoke alarms shall not be installed less than 20 feet (6096 mm) horizontally from a permanently installed cooking appliance. 2. Ionization smoke alarms with an alarm -silencing switch shall not be installed less than 10 feet (3048 mm) horizontally from a permanently installed cooking appliance. 3. Photoelectric smoke alarms shall not be installed less than 6 feet (1828 mm) horizontally from a permanently installed cooking appliance. R314.4 Interconnection Where more than one smoke alarm is required to be installed within an individual dwelling unit in accordance with Section R314. , 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 R31 5 Carbon Monoxide Alarms R315.2.1 New Construction For new construction, carbon monoxide alarms shall be provided, in dwelling units where either or both of the following conditions exist. 1. The dwelling unit contains a fuel -fired appliance. 2. The dwelling unit has an attached garage with an opening that communicates with the dwelling unit. R317.1.2 Ground Contact All wood in contact with the ground, embedded in concrete in direct contact with the ground or embedded in concrete exposed to the weather that supports permanent structures intended for human occupancy shall be approved pressure -preservative -treated wood suitable for ground contact use; except that untreated wood used entirely below groundwater level or continuously submerged in fresh water shall not be required to be pressure -preservative treated. R319.1 Address Identification Buildings shall be provided with approved address identification. The address identification shall be legible and placed in a position that is visible from the street or road fronting the property. Address identification characters shall contrast with their background. Address numbers shall be Arabic numbers or alphabetical letters. Numbers shall not be spelled out. Each character shall be not less than 4 inches (102 mm) in height with a stroke width of not less than 0.5 inch (12.7 mm). Where required by the fire code official, address identification shall be provided in additional approved locations to facilitate emergency response. Where access is by means of a private road and the building address cannot be viewed from the public way, a monument, pole or other sign or means shall be used to identify the structure. Address identification shall be maintained. R507.4 Decking Maximum allowable spacing for joists supporting decking shall be in accordance with Table R507.4. Wood decking shall be attached to each supporting member with not less than (2) 8d threaded nails or (2) No. 8 wood screws. MATERIAL TYPE AND NOMINALSIZE MAXIMUM ON -CENTER JOIST SPACING Perpendicular to joist Diagonal to joist I Y4- inch thick wood 16 inches 12 inches 2-inch-thick wood 24inches 16 inches Plastic composite In accordance with Section R507.3 In accordance with Section R507.3 r SI: 1 inch = 25.4 mm., I foot = 304.8mm, I degree = 0.01745 rad. Maximum angle of 45 degrees from perpendicular for wood deck boards R602.3(i) TYPICAL WALL, FLOOR AND ROOF FRAMING Basement slab and wall insulation R402.2.8 Below -grade walls. Below-gracle 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. REVIEWEETdR CODE COMPLIANCE APPROVED DEC 20 2019 City of Tukwila BUILDING DIVISION EXPIRES: 4/24/01 epe--7- 7 zt (Z) TITLE PROPOSED FOR SIDHU HOMES 4656 SOUTH 146 STREET TUKWILA, WA. 98168 IIDWN: I H.B. 11 11 SCALE: 1 11 DATE: SEP.09,2019 CHKD: PHONE: (206) 244-1900 DRAWING NO. Bruce MocVeigh, P.E, TUKWILA, WA. 206.242.7665 RECEIVED CITY Or- TUKWILA NOV 2 7 2019 PERMIT CENTER P 1 0 06 1i FV1 Table 406.2 Enerav Credits (2015 Code) Iq V R504.2.2 Moisture Barrier 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 I 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 I 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 ledger connections to band joists shall be in accordance with this section, Tables R507.2 and R507.2.1, and Figures R507.2.1(1) and R507.2.1(2). For other grades, species, connection details and loading conditions, deck ledger connections shall be designed in accordance with Section R301. TABLE R507.2.1 PLACEMENT OF LAG SCREWS AND BOLTS IN DECK LEDGERS AND BAND JOISTS MINIMUM END AND EDGE DISTAN CES AND SPACING BETWEEN ROWS 7:i:OP - ------- I EDGE BOTDOM I EDGE PACING� ROW �S Ledger' 1 2 incheSd �/4 inch 2 inchesb � 1 �,fl inchesb Band Joisth I 3A�Inch 2 inches iinches b I Vs inchesb For SI: I inch = 25.4 mm. a. Lag screws or bolts shall be staggered from the top to the bottom along the horizontal run of the deck ledger in accordance with Figure R507.2.1 (1)� b. Maximum 5 inches. c. For engineered rim joists, the manufacturers recommendations $hall govern. d. The minimum distance from bottom row of lag screws or bolts to the top edge of the ledger shall be in accordance with Figure R507.2.1(1). 0 0 5 AX 0 0 2'MIN. L DGER LAG SCREW OR BOLT R602.6 Drilling and Notching of Studs Drilling and notching of studs shall be in accordance with the following: STAGGER FASTENERS IN 2 ROWS 5.5- MIN. FOR 2 X S' 'DISTANCE SHALL BE PERMITTED TO 6.5- MIN. FOR 2 X 10 BE REDUCED To 4.5- IF LAG SCREWS 1.5' MIN. FOR 2 X 12 ARE USED OR BOLT SPACING IS REDUCED TO T14AT OF LAG SCREWS TO ATTACH 2 X 8 LEDGERS TO 2 X 8 BAND JOISTS. 314" MI N. 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(l) 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 R60 . 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 R602.3(l), 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 sheathabfe exterior wall surfaces, including areas above and below openings. SHEATHING 11 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 wall plate in accordance with Table R602.30). Ceiling joists shall be continuous or securely joined in accordance with Table R802.5.1(9) where they meet over interior partitions and are nailed to adjacent rafters to provide a continuous fie 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 R802.1 0.1, shall be provided to the building official and approved prior to installation. Truss design drawings shall be provided with the shipment of trusses delivered to the job site. R806.2 Minimum Vent Area The minimum not free ventilating area shall be 1/150 of the area of the vented space. Exception; The minimum net free ventilation area shall be 1/300 of the vented space provided one or more of the following conditions are met: 1. In Climate Zones 6,7 and 8, a Class I or 11 vapor retarder is installed on the warm -in -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 comice 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 afficspace shall be 30 inches (762 mm) at some point above the access measured vertically from the bottom of ceiling framing members. See Section M1305.1.3 for access requirements where mechanical equipment is located in attics. OPTION DESCRIPTION CREDIT(S) Estimated Cost 1 a EFFICIENT BUILDING ENVELOPE IS: 0.5 Prescriptive compliance is based on Table R402.tl With the following modifications: Vertical fenestration U = 0.28 Floor R-38 Slab on grade R-10 perimeter and under entire slab Below grade slab R-10 perimeter and under entire slab I or Compliance based on Section R402.1.4: Reduce the Total UA by 5%. I b EFFICIENT BUILDING ENVELOPE 1b: 1.0 Prescriptive compliance Is based on Table R402.1,1 With the following modifications: Vertical fenestration U = 025 Wall R-21 plus R-4 Floor R-38 Basement wail R-21 int plus R-5 ci Slab on grade R-1 0 perimeter and under entire slab Below grade slab R-10 perimeter and under entire slab or I Compliance based on Section R402.1 A: Reduce the Total UA by 15%. 1 c EFFICIENT BUILDING ENVELOPE to: 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 cl Floor R-38 Basement wall R-21 Int plus R-12 ci Slab on grade R-1 0 perimeter and under entire slab Below grade slab RAO perimeter and under entire slab or Compliance based on Section R402AA: Reduce the Total UA by 30%. Ida EFFICIENT BUILDING ENVELOPE Id: 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 wars/cfat), 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 spa* the option being selected and shall specify the maximum tested building air leakage and shall show the qualifying ventilation system. 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 Internattonall Residential Code shall be met with a heat recovery ventilation system with minimum sensible heat recovery efficiency of 0.70. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the maximum tested building air leakage and shall show the heat recovery ventilation system. Table 406.2 Enerav Credits (2015 Code) OPTION DESCRIPTION CREOrr(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 beat recovery ventilation system. 3ab HIGH EFFICIENCY HVAC EQUIPMENT 3a: 1.0 Gas, propane or Ot -fired furnace with minimum AFUE of 94%, or Gas, propane or ofled-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 I equipment efficiency. 3ob 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 heading system Is zonal electric healing, a ductless heat pump system shall be installed and provide heating to the largest zone of the housing unit. To qualify to claim this credit, the building permit drawings shall specify the option being selected and shall specify the heating equipment type and the minimum equipment efficiency. 4 HIGH EFFICIENCY HVAC DISTRIBUTION SYSTEM: 1.0 All heating and cooling system components installed inside the conditioned space. This Includes all equipment and distribution system components such as forced air ducts. hydronic piping, hydronic floor heating loop, convectors and radiators. All combustion equipment shall be direct vent or sealed combustion. For forced air ducts; A maximum of 10 linear feet of return ducts and 5 linear feet of supply ducts may be located outside the conditioned space. All metallic ducts located outside the conditioned space must have both transverse and longitudinal joints sealed with mastic, If fle x ducts are used, they cannot contain splices. Flex duct connections must be made with nylon straps and installed using a plastic strapping tensioning tool. Ducts located outside the conditioned space must be Insulated to a minimum of 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 " and shall show the location of the heating and cooling equipment and all the ductwork. REVIETIE, CODE CONIPL E APPROVI I DEC 20 2019 (City of Tukwila BUILDING DIVISION �i -I - FE_xPfRET� _�/_ WD M Q) _4� (M pmmpm9---1 .4 INS ME a riffiliAM PROPOSED FOR SIDHU HOMES 4656 SOUTH 146 STREET TUKWILA, WA. 98168 OWN: H.B. SCALE: DATE: SEP.09.2019 1 CHKD: I PHONE: 1 (206) 244-1900 DRAWING NO. 9111MM0011190 Bruce MacVelgh, P,E. TUKWILA, WA. 206.242.7665 RECEIVED CITY OF TUKWILA NOV 2 7 2019 PERIVIIT CENTER P I I NO