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Permit M19-0193 - TUKWILA VILLAGE - DOOR WALK-IN FREEZER, RADIANT HEATING, COMPRESSOR
TUKWILA VILLAGE 14200 TUKWILA INTL BLVD M19-0193 Parcel No: City ofTukwila Department of Community Development 6300 SouthcenterBoulevard, Suite #100 Tukwila, Washington 9W1WQ Phone: 206~031'3670 Inspection Request Line: 206438'9350 Web site: h"p://www.TukwilaWA.gov 1523049242 Project Name: TUKWILA VILLAGE MECHANICAL PERMIT Permit Number; M19-0293 Issue Date: 12/30/2019 Permit Expires On: 6/27/2020 Owner: Name: Address: Contact Person: Address: Contractor: Address: License No: Lender: Name: TUKWILA CITY OF 6200SOVTHCENT[R8LVD'TUKVVLA, WA, 98188 ]ER[MYKxOEuEx CFM HEATING AND COOLING POBOX 3Z05'K0KLAND,WA, 98083 ''~ Expiration Date: DESCRIPTION OF WORK: INSTALL (12)SPLIT SYSTEM HEAT PUMPS, (1)ERV,(1S)EXHAUST FANS, (QSUPPLY FANS, AND (1)DUCT FURNACE FOR MIXED USE SENIOR LIVING APARTMENTS. VENT RANGE HOOD, DRYERS, AND RESTROOM FANS FOR ALL INDIVIDUAL LIVING UNITS. (12) TOTAL FIRE DAMPERS/FIRE SMOKE DAMPERS. INSTALL DUCTWORK FOR FUTURE RESTAURANT. Valuation cfWork: $300,000.00 Type of Work: NEW Fuel type: ELECT Fees Collected: $3,629.92 Electrical Service Provided by: SEATrLECITY LIGHT Water District: 125 Sewer District: VALLEY VIEW Current Codes adopted bythe City of Tukwila: International Building Code Edition: International Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: Permit Center Authorized Signature; 2015 20152015 2015 2015 National Electrical Code: VVACities Electrical Code: VVACZ96-468: VV4State Energy Code: 2017 20172017 2015 I hearby certify that I have read and examined this permit and know the same to be true and correct, All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate mcancel 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 tnthis permit. Signature: Z Date: Print R 1 " �— 7 This permit shall become null and void ifthe work isnot commenced within lD0days for the date ofissuance, cxif the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 2: The attached set of mechanical plans have been reviewed by The Tukwila Fire Marshals Office and are acceptable with the following concerns: S: All requirements of the smoke control permit/smoke control report by Abbossein Engineering shall be complied with. 1: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436and #2437) 3: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition orviolation. 4: These plans were reviewed byInspector Sl1. |fyou have any questions, please call Tukwila Fire Prevention Bureau at(2O6)575-44U7. 6: 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. 7: Manufacturers installation instructions shall beavailable onthe job site atthe time ofinspection. 8: Except for direct -vent appliances that obtain all combustion air directly from the outdoors; fuel -fired appliances shall not be located in, or obtain combustion air from, any of the following rooms or spaces: Sleeping rooms, bathrooms, toilet rooms, storage closets, surgical rooms. g: Equipment and appliances having an ignition source and located in hazardous locations and public garages, PRIVATE GARAGES, repair garages, automotive motor -fuel dispensing facilities and parking garages shall be elevated such that the source of ignition is not less than 18 inches above the floor surface on which the equipment o,appliance rests, lV: Type lHoods, the required grease duct leakage test and light test shall beperformed byaspecial inspection and testing agency maccordance with |.w1I.Chapter s. PERMIT INSPECTIONS REvlu|mso Permit Inspection Line: (2ga)438'g350 1400 FIRE FINAL 1800 MECHANICAL FINAL 0701 ROUGH'|NKxECHAN|CAL 0704 SMOKE CONTROL TEST 0710 TYPE lHOOD AND DUCT \..,, CITY OF TUKWILA Community Development Department Permit Center 6300 Southcenter Blvd,, Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov fq(q3 Mechanical Permit o. Project No. Date Application Accepted. /7_ Date Application Expires: K' — —20 (For office use only) MECHANICAL PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or by fax. **please print** SITE LOCATION King Co Assessor's Tax No.: Site Address: 14ZOO TokiA, -Th-Feenccit'otr, I vei Suite Number: Floor: M I Tenant Name: 17k ia rilade New Tenant: J Yes LI..No PROPERTY OWNER Name: s6&or tttoc. 00 Address: - 1 zii 4e 5E City: State: Zip: cib5w CONTACT PERSON — person ceiving all project communication Name: ew Address: ‘ 32 City: , State: A Zip:Gle 5 Phone: 4i25-, _ /213 Fax: 5,, 6.z/.. 13" Email: MECHANICAL CONTRACTOR INFORMATION Name: er xl i I t 1 I rt 426t-t-: n1/49 Companyand Coo 4)3 Address: Po . Box 8205 City: 14 c id cinc, State: ‘4 A Zip: tog3 Phone: Li 25._ 3z).. izeis Fax: 4/2_45...,62.1_ oys Contr Reg No.:61 1,-pific Raw° Exp Date:oz/16/2.0 Tukwila Business License No.: Valuation of project (contractor's bid price): $ 3 00, 000 Describe the scope of work in detail: iiii54.411 1, Egv is aKWukf -Pam, 6 6,ffly 4Pf5, ar0 I c3k krnitce. VKi ( (41/Afe115. eA4- r ‘zvi e hcoci 64-1ers , ctivA co-Freoen -Rtas a0 cket‘ Vivl . (2. 40'kta 421z) -roVk Replacement 66‘,44 aixittvik- cts4- -Uore, as4-auraf)+, Use: Residential: New Replacement Te aculPel5 Sac Commercial: New Fuel Type: Electric Gas K] Other: HAApplicationaorms-Applications On Line \ 2016 Applicatious\Alechanical Permit Application Revised 1-4-16.doca Revised: January 2016 bh Page 1 of 2 Indicate type of mechanical work being installed and the quantity below: Unit Type Qty Furnace <100k btu Furnace >100k btu Floor furnace Suspended/wall/floor mounted heater Appliance vent Repair or addition to heatirefrig/cooling system Air handling unit <10,000 dm Unit Type Qty Air handling unit >10,000 cfm Evaporator cooler Ventilation fan connected to single duct • Ventilation system Hood and duct Incinerator — domestic Incinerator — comrn/industrial Unit Type Qty Fire damper 114 Diffuser Thermostat Wood/gas stove Emergency generator Other mechanical equipment Boiler/Compressor Qty 0-3 hp/100,000 btu )2 3-15 hp/500,000 btu 15-30 hp/1,000,000 btu 30-50 hp/I,750,000 btu 50+ hp/1,750,000 btu Noise: Mechanical units need to be in compliance with the Tukwila Noise Code. Maximum permissible sound levels are based on from where the sound is created and where the sound is heard. Additionally, if sound can be heard from within a house at night in a residential zone it may not be allowed. For more details, see TMC 8.22 District of Sound Producing Source District of Receiving Property Residential, Daytime* Residential, Nighttime Commercial Industrial Residential 55 dB(A) 45 dB(A) 57 dB(A) 60 dB(A) Commercial 57 dB(A) 47 dB(A) 60 dB(A) 65 dB(A) Industrial 60 dB(A) 50 dB(A) 65 dB(A) 70 dB(A) *Daytime means 7AM-I OPM, Monday through Friday and 8AM-10PM, Saturday, Sunday and State -recognized holidays. A few sounds are exempt from the noise code, including: Warning devices; Construction and property maintenance during the daytime hours (7am-lOpm); • Testing of backup generators during the day. PERMIT APPLICATION NOTES - 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. The building official may grant one extension of time for additional periods not to exceed 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING OWN OR AUTHOR Signature: Print Name: Mailing Address: ZED AGENT: emy frioeit ler 60X 3zo5 Date: /2.-03- // Day Telephone: KlOard 7630&3 City State Zip HAApplicationsWertos-Applications On Line \ 2016 ApplicationstMechanical Perrnit Application Revised 1-4-16.docs Revised; January 2016 bh Page 2 of 2 DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID M19-0193 Addresii14200!'IUKINILA,INTLIBL ti:,,1523049242 2915 04 MECHANICAL $2,776,23 PERMIT ISSUANCE BASE FEE R000.322.100.00.00 0.00 $33.15 PERMIT FEE R000.322.100.00.00 0.00 $2,743.08 TECHNOLOGY FEE $138.81 TECHNOLOGY FEE TOTAL FEES PAID BY RECEIPT: R19414 R000.322.900.04.00 0.00 $138.81 $2,915.04 Date Paid: Monday, December 30, 2019 Paid By: CFM HEATING AND COOLING INC. Pay Method: CHECK 21061 Printed: Monday, December 30, 2019 2:04 PM 1 of 1 CRWS YS TEMS Receipt Number DESCRIPTIONS PermitTRAK ACCOUNT QUANTITY PAID $714.88 M19-0193 Address: 14200 TUKWILA INTL BLVD Apn: 1523049242 $714.88 Credit Card Fee $20.82 Credit Card Fee R000.369.908.00.00 0.00 $20.82 MECHANICAL $694.06 PLAN CHECK FEE TOTAL FEES PAID BY RECEIPT: R19193 R000.322.102.00.00 0.00 $694.06 $714.88 Date Paid: Tuesday, December 03, 2019 Paid By: JEREMY MOELLER Pay Method: CREDIT CARD 213093 Drintarl• Tilocrlaw nPrPMFwar nq ?ni 1flq AM 1 of 1 COTUKNILA ETR4KIT 6280 SOVTH[ENTEK BLVD TUKWILA' WA 98188 286'433'1870 CITY OF TUKNIL4 0817]40000882]74464500 Date: I2/03/2019 10:39:07 AM [nsmIT [xno SALE VISA CARD NUMBER: **********9856 K TR8W AMOUNT: $714.88 xppnOV4L [D: 213093 xE[VnD #: 808 cLcnx ID: frankie X {CARDHOLDER'S SIGNATURE} I AGREE TO PAY THE ABOVE TOTAL AMOUNT ACCORDING TO THE CARD ISSUER AGREEMENT (MERCHANT AGREEMENT IF CREDIT VOUCHER) Thank you! Merchant Copy INSPECTION RECORD Retain a copy with permit INSPECTION NO, PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Mier-0/ 73 Project: Type of Inspection: mectiewtoi-c, iy/(1-1_. Address: Date Called: Special ns uc n : 'Date Wan e - a.m. P-M- Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. COMMENTS: ns pecto Date: REINSPECTION FEE REQUIRED.. Prior to next inspection, fee must be paid at 6300 Southcenter Btvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 771/0)/Z, r/�1...+t;..� �tr "Type of Inspection: Aieei 'al- , » A-1- Address: %'ZOO, Date Called: Special Instructions: _ _ .tz€/s s.k 49 s /2 .s ° / i xv-mils . Date Wanted: a.m. p.m. Requester: ,I5K / — '-3 3 7 Phone No: r FivTTJ/eg ites7 ilku00't- Approved per applicable codes. Corrections required prior to approval. Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection, INSPECTION NO. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING D VISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 43670 Permit Inspection Request Line (2O6) 438-9350 Projects 7Df W/L 4- ll4,./_ . /96E" Type of Inspection: R0416-/ /4/ e#14441092. M Address: /'.2C1 d 777 nM.MXMMXMMMWWNNMYMMIMY.-.. 23. !Date Called: Special Instructions: Date Wanted: -- -- Zd a.m. p.m. Requester: Phone No able codes. proval. CO t INTENTS: Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 'Project: IV Kw, th Type of Inspection: Address: /q200 i Date Called: Special Instruc ons: Date Wanted: a,m. p.m. Requester: -V Phone No: '244> 7?3 5-7 ections required prior to approval, COMMENTS: 74- /14 irc-024-/4 cq Inspec Date: 2 REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 Permit Inspection Request Line (206) 438-9350 670 Project. i. 77)g k / L.A VII _ G Type of Inspection: RO r'H—ram `vt.� Address: y� `92 ��, 1 Date Called: Special Instructions: : Date Wanted- a.m. Requesteir: Phone No: EEIDappmuesLpecagable codes. ECorrections required rior t val. COMMENTS: • nspector: Date: /f REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 3670 Permit Inspection Request Line (206) 438-9350 Projec . I %Z-i, Type of Inspection: . Address. ♦�,r'.-�.+ // ;✓� Date Called: , Special Instructions: Ze' '. I Date Wanted: 2 ,,-13 ... %,, '► a.m. p.m. r: equestegeoffee:--X Phone N QApproved per applicable codes. Corrections required prior to approval. `COMMENTS: ' .^� 7/2 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be. paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request line (206) 438-9350 Project: 7V kNi/L,q V L-L,/4[e Type of Inspection: 5-k .e!-,0/A Address: /5/2 4t) Date Called: Special Instructions: 06 Ca {% 5/C DliC 7—Kit , • !Date Wanted: -. -' a.m. p- Requester: Phone No: w ���� �� ��� y des, 011 Corrections required prior to approval. CO I11 ENTS: ♦ Wrrrrrr.ywr� .. , nspec Date: 7 2 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedute reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: % . t L / V / L L,./� eE Type of inspection: Address: -Date Called: Special Instructions: IA 'Date Wanted: --�0 20 a.m. p.m. Requester: Phone No: Approved per applicable codes. nsPecto Corrections required prior to REINSPECTION FEE REQUIRED Prior to next inspection. fee must be. paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit OI i NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd,, #100, Tukwita. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 A//- O/ 3 Project: a of In pie on':3 Address: ! 2 / / # '% Date led: _ Special lnstructlons:Date /�6ZV iar ted: ARequester: a,m. P-m; Phone No: g- 1739 proved per applicable codes. Corrections required prior to appaoval. REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection_ INSPECTION RECORD Retain a copy with permit Ai//- 0/9 .5 INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 , (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projeri:...•• ,� , Type of In, p Add peciat Instructions: a.m. p.m. eoueste Phone No: Corrections required prior to approval. Inspector. � Date: REINSPECTION FEE REQ.UI ED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Proje t Y ,,-. j 'Type 0\1 (64 ins}pection: i kg Address: Date Called: Special Instructions: Date i panted: a.m. p.m. Requester: Phone No p ved per applicable codes. Corrections required prior to approval. CO E 7 .q nspecco REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431 670 Permit Inspection Request Line (206) 438-9350 Project: VWe Type of Inspe i n: RC> ilGii- Ail Address: 41200 Date Called: Special Instructions: rDate W ed: /*/7O a.m. pm. Requester: Phone No: proved per applicable codes. rections required prior to approval. 0 ENTS: tsnspecto Date: 7 REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 5outhcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 M act -0IFg Pro' '.� V;I41f� T e of Inspection_ Address: /L/ ZOO "Ait Date C led: Special Instructions: L3ate/Wanted: r3 2�� / a.m. m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. n REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 5outhcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Project: 771/40 1-/f_j/1 z_i_ Type of Inspection: Address: /47(.06 0 77- A Date Called: Special Instructions: niC ii-e- Date Wanted: a.m. p.m. Requester: V Phone No: Approved per applicable codes. El Corrections required prior to approval. [COMMENTS: v Inspector: Date: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.,. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit N'4' CT ON ' O. PERMIT NO, CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Pro je T pe of Inspe tion: Address: 1 Special Instructions: Date Want - : I-- 'z - .4 a.m. p.m. Requester: Phone No: Approved per applicable codes. 'COMMENTS: Corrections required prior to approval. REINSPECTION FEE REQUIRED. Prior to next inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 /nil-6175 Project: -ribia014-* V, L1.—ACR Type of Inspection: Address: / 200 Date Called: Special Instructions: Adis--/1'-m /L4ACi$4,006%—t__ Date Wanted: a,m. p.m. Requester: Phone No: nApproved per applicable codes. Corrections required prior to approval. COMMENTS: Inspector: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Cali to schedule reinspection. ABOSSEIN ENGINEERING, LLC Mechanical - Electrical - Fire Protection - Civil - Structural LEED - CEM 18465 NE 68th St, #200, Redmond, WA 98052 ph: (425) 462-9441 / fax (425) 462-9451 3" PARTY SPECIAL INSPECTION & COMMISSIONING REPORT DATE: June 15, 2020 FIELD INSPECTION DATE: TO: Andy Nevens & Brian Lucero (Tukwila Fire Dept) June 2, 2020 JOB NUMBER: 218108 PROJECT: Tukwila Village -Building A LOCATION: 14200 Tukwila International Boulevard Tukwila, WA. FROM: Gary Womack Jay Werner, Master 01 Alex Abossein, FPE, MPE. EPE This report is being written for compliance of IBC 909.18.8.3 — "Special Inspections Reports" THE FOLLOWING WAS NOTED REGARDING SMOKE CONTROL SYSTEM: Attendees: Ron Dryer — Siemans Representative Brian Ringer — Evergreen Electric Shaun — CFM Jay Werner — Abossein Gary Womack - Abossein RECEIVED CITY OF TUKWILA JUN 2 2 2020 PERMIT CENTER Abossein Engineering LLC has conducted the special inspection services for the smoke control system for the referenced project. Based on the commissioning and testing (by CFM Heating/Cooling Inc. & Airtest Co. Inc. ), we have the following findings regarding the performance and functionality of the new smoke control system: 1 All fans and dampers functioned appropriately, and accurately. Individual damper control also functioned properly. 2. Upon fire alarm activation within the building (smoke detectors, duct detectors, waterflow switches), the smoke control system automatically configured to the appropriate fire alarm/smoke control event. 3 The exhaust airflow data recorded on smoke control exhaust fans was found to meet the requirements of the Smoke Control Rational Analysis Report. FOOT NOTE: This report does not relieve the contractor from complying with construction documents, local jurisdictionsrequirements and all applicable codes and standards, enforced at this job site. S:\218108\Correspondence\SVRO1_BUILDING A_TUKWILA WA.doc M 0 Page 3 4. The differential pressure data recorded from the vestibules to the corridors were found to be at least a minimum of +0.05 inches of water column. The differential pressure data recorded from the stair enclosure to the vestibules were found to be +0.05 inches of water column per the International Building Code Section 909 and Abossein Engineering's Smoke Control Rational Analysis. 5. Stair Pressurization Fans - Motorized dampers and fan energized within 10 seconds of fire alarm initiation. The pressure differences at the stair wells and corridor are within acceptable ranges per IBC 909.20.5. Air leakage report has been attached for reference. 6. The measured pressure differences at the stairwells and corridors were within acceptable ranges per IBC 909.20.5. Also the door pull force tests showed < 30 lbf for all doors to be within the acceptable range. 7. Smoke was introduced into the corridors to intiate the fire alarm and smoke control system. The smoke control exhaust system was able to clear the corridor of the tested volume of smoke within an acceptable time limit (about 10 min.) and the path of smoke migration was toward the exhaust. There was no smoke migration to the level above and below the event floor (3rd Floor and 5th Floor). 8. The differential pressure data recorded from fire floors to floors above and below was found to be a minimum -0.05 inches of water column or higher. 9. Door opening force measurements were taken at all egress doors and were found to be less than 30 pounds of force with the smoke control system operating. Results are attached to this report. 10. Testing of the Firefighters Smoke Control Panel, showed the following: a) Verification of the status of all fans and dampers through illuminated LED lights, where NORMAL status illuminates white, CLOSED or OFF illuminates a red, OPEN or ON illuminates green, and FAULT illuminates yellow or amber. b) The ability to turn on and off the smoke control fans. c) The ability to close and open dampers. d) The ability to override fans and dampers during a smoke control automatic sequence. An emergency power test was conducted at the facility. This test proved that emergency power is provided to all smoke control equipment, and that the smoke control system aligns correctly upon activation of the emergency generator. This test further proved that the generator is capable of smoke control system loads. 11. The smoke control system has an emergency power utility via a natural gas standby generator as required by IBC 909.11 and IBC 2702. 12. The transfer of building power to standby power energized stair pressurization fans within 8 seconds. This time differential is within acceptable range per NEC 701.12 and IBC 2702.1.3 . 13. Loss of air flow (power off) on each smoke control fan created a FAULT condition on the Firefighters Smoke Control Panel, indicating that the fans were running but the air was not being displaced. 14. Activation of the maintenance disconnects and main breakers to verify fans to stop running and FAULT conditions were illuminated at the Firefighters Smoke Control Panel. 15. Remove or relabel redundant indicator lights for SF-1 damper. Otherwise correct labeling, as indicated on the Firefighters Smoke Control Panel, has been provided for all smoke control fans and their associated maintenance disconnects. Remove or relabel redundant indicator lights for SF-1 damper. Page 2 of 3 16. Visual inspection of the fire fighters control panel for on/off/auto controls and indicator lights required by IBC 909 16.1, 16.2, 16.3 Noted the following colors: Fan On (Green), Fan OFF (Red), Fan FAULT —(Amber) 17. Initiated general fire alarm on each individual floor.The appropriate supply fans and exhaust fans turned on to exhaust alarm floor and pressurize above and below floors. Indicator lights displayed properly. 18. Manually operated the on/off/auto controls for exhaust and supply fans. Indicator lights displayed properly.Confirmed operations at equipment on roof. 19. Exhaust air flow fault test. Disconnected power to exhaust fan via roof mounted disconnect. Red "OFF" LED light indicated. Removed fan belts. Turned disconnect back on. Green"ON" indicatyor light came on. Within 10 seconds the amber "FAULT" LED status light turned on. Turned off fan motor, replaced belts and turned fan motor back on. Green LED "ON" light displayed. Returned switch to "auto" for normal status. This process was repeated for all exhaust and supply fan. Note: Proper display of the fault indicator lights were inconsistent. Shaun from CFM adjusted the CT outputs by adding twist of wire to the CT because the CT adjustment was set to the lowest possible setting. All worked properly after adjustments. 20. Manually operated ON/OFF switches for the garage fan from the smoke control panel. LED displays OK. 21. Generator test. Shut power off to the main house distribution house panel "HP" that powers panel EM. Generator transferred power within 10 seconds. 16. Based on the findings above, we find the smoke control portion of the 5-Story senior living apartment complex to be substantially complete for the Fire Marshal to issue a Condition of Occupancy (CO) as may be related to the aforementioned scope. The final Smoke Control Commissioning Report of tested equipment issued to the Fire Department is attached. Attachments: Air Test Co. Reports (2 pages) (END) Page 3 of 3 AIRTEST Co. Inc. SHAG Building A Tukwila PRESSURIZATION TESTING Floor 6 Data reported below obtained while zone is in alarm and all systems postured for smoke control Date: 2-Jun-20 RECEIVED CITY OF TUKWILA JUN 2 2 2020 PERMIT CENTER Pressurization Tests Actual Pressure Door Pull (<30# acceptable) Pressure from Floor above to Stair 1 N/A in.w.g. N/A Pressure from Floor above to Stair 2 N/A in.w.g. N/A Pressure to Floor Above N/A in.w.g. N/A Pressure to Floor Below -0.21 in.w.g. N/A Pressure from Floor to Stair 1 0.32 in.w.g. 23 Pressure from Floor to Stair 2 0.11 in.w.g. 22 Pressure from Floor below to Stair 1 0.10 in.w.g. 21 Pressure from Floor below to Stair 2 0.13 in.w.g. 22 Floor 5 Data reported below obtained while zone is in alarm and a Ystems postured for smoke control Pressurization Tests Actual Pressure Door Pull (<30# acceptable) Pressure from Floor above to Stair 1 0.12 in.w.g. 18 Pressure from Floor above to Stair 2 0.13 in.w.g. 22 Pressure to Floor Above -0.18 in.w.g. N/A Pressure to Floor Below -0.19 in.w.g. N/A Pressure from Floor to Stair 1 0.30 in.w,g. 23 Pressure from Floor to Stair 2 0.13 in.w.g. 20 Pressure from Floor below to Stair 1 0.11 in.w.g. 21 Pressure from Floor below to Stair 2 0.13 in.w.g. 21 Floor 4 Data reported below obtained while zone is in alarm and all systems postured for smoke control Pressurization Tests Actual Pressure Door Pull (<30# acceptablefl Pressure from Floor above to Stair 1 0.11 in.w.g. 18 Pressure from Floor above to Stair 2 0.13 in.w.g. 20 Pressure to Floor Above -0.13 in.w.g. N/A Pressure to Floor Below -0.14 in.w.g. N/A Pressure from Floor to Stair 1 0.25 in.w.g. 24 Pressure from Floor to Stair 2 0.26 in.w.g. 23 Pressure from Floor below to Stair 1 0.11 in.w.g. 21 Pressure from Floor below to Stair 2 0.13 in.w.g. 21 6405 218th St SW Suite 301 • Mountlake Terrace, Washington 98043 • (425) 313-0172 • Fax (425) 313-5735 'AIRTEST Co. Inc. SHAG Building AT�0kwla PRESSURIZATION TESTING Date: 2-Jun-20 Floor Data reported below obtained while zone is in alarm and all sVstems postured for smoke control Pressurization Tests Actual Pressure Door Pull (<30# Pressure from Floor above buStair 1 0.11 in.w.g. 17 Pressure from Floor above ho Stair 0.13 in.w.g. 21 Pressure to Floor Above -0.15 in.w.g. N/A Pressure to Floor Below -0.15 in.w.O. N/A Pressure from Floor to Stair 1 0.27 in.vv.g. 24 Pressure from Floor to Stair 0.28 in.w.0. 21 Pressure from Floor below toStair 1 0.11 in.vv.g. 17 Pressure from Floor below toStair 2 0.14 in.w.Q. 21 Floor Data reported below obtained while zone is in alarm and affsystems postured for smoke control Pressurization Tests Actual Pressure Door Pull (<30#acceptable) Pressure from Floor above to Stair 1 0.11 in»v.g. 24 Pressure from Floor above boStair 2 0.13 in.w.g. 20 Pnaoourw to Floor Above '0.12 in.vv.g. N/A Pressure to Floor Below N/A in.vv.g. N/A Pnasounu from Floor to Stair 1 0.23 in.w.g. 24 Pressure from Floor to Stair 0.24 in.vv.g. 22 Pressure from Floor below hnStair 1 N/A in.vv.g. N/A Pressure from Floor below huStair 2 N64 in.w.g. N/A Comments: Both Stairs outside ofSmoke zones are set horun inU.13-015pressure range, using asensor and VFOLimits FANS: Stair 1: SF-2-20hz 31 /\ 37V Stoir2: SF-3'21hz, 3.1 /, 39V Corridor Exhaust: EF'2-23hz.2.0A.43V Corridor Exhaust: EF-4-25hz.1.1A.48V Corridor Supply: SF-1 - 10hz' 3.1 A. 21 V 64O52)8tbSt8WSuite 3Ul^ Mountlake Terrace, Washington 98043^ (425)313'8172 ^ Fax (425)3|9'5735 MiTek USA, Inc. MiTek USA, Inc, 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 Re: 1804941A TUKWILA VILLAGE BUILDING A ROOF The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under ray direct supervision based on the parameters provided by Louws Truss. Pages or sheets covered by this seal: R58119833 thru R58119884 My license renewal date for the state of Washington is May 1, 2019. REVIEWED FOR CODE C076PLIANCE APPROVED DEC 2 6 2019 City of Tukwila BUILDING DIVISION RECEIVED CITY OF TUKWILA May 15,2019 Dyer, Cecil IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSITTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TR' 1, Chapter 2. mict 0193 DEC 0 3 2019 PERMIT CENTER Job 1804941A Louws Truss, Inc, 11 5x6 = Truss TO1 Ferndale, WA - 98248, 5-3-4 5-3-4 9 0 6 2x4 11 5x6 = 5x8 = Truss Type Monopitch Ply TUK ILA VILLAGE BUILDING A ROOF Job Reference (optional) R58119833 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:07 2019 Page 1 ID:c97gnyBRMh05w1myCAiB5FzZN9F-GXWmvLRfbinuVVVIdPTM3p8GODARZwEuJCu4SrLzGXIE 10-3-0 15-2-12 20-6-0 4-11-12 4-11-12 5-3-4 0.25 FIT Scale = 1:34.1 4x6 12 2x4 II 5-3-4 5-3-4 Plate Offsets (X,Y)-- [7:0- -8,0-1-81, [8:0-4-0,0-3-01 LOADING (psi) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCE/ 10.0 LUMBER - TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 *Except* 10-11,6-12: 2x6 OF No.2 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IBC2015/TP12014 REACTIONS. (Ib/size) 10=902/0-5-8, 6=902/0-5-8 Max Horz 10=230(LC 11) Max Uplift 10=-127(LC 10), 6=-97(LC 14) Max Grav 10=980(LC 20), 6=980(LC 20) 10-3-0 4-11-12 CSI. TC 0.48 BC 0.66 WB 0.54 Matrix-SH 15-2-12 4-11-12 DEFL. in (loc) l/defl L/d Vert(LL) -0.25 8 >975 360 Vert(CT) -0.42 8-9 >574 240 Horz(CT) 0.04 6 n/a n/a Wind(LL) 0.13 8 >999 240 3x8 = 20-6-0 5-3-4 PLATES GRIP MT20 220/195 Weight: 105 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-8-14 oc bracing. FORCES. (Ib) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-10=-912/147, 1-2=-2886/464, 2-3.-3534/516, 3-4=-3533/519, 4.5=-2523/411, 5-6=-919/140 BOT CHORD 9-10=-520/510, 8-9=-500/2882, 7-8=-319/2518 WEBS 1-9=-412/2794, 2-9=-574/150, 2-8=-201/669, 3-8=-379/93, 4-8=-211/1057, 4-7=-689/143, 5-7=-296/2536 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8pst; h=2511; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-9.15, Interior(1) 3-9-15 to 20-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=Ib) 10=127. May 15,2019 WARNING Verify design parameters and READ NOTES ON THIS AND IIVOLLIDED MITEK REFERENCE PAGE MIPT473 rev. 10/03/201E BEFORE USE. Design valid for use only with MiTek/0 connectors, This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DS19•89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Job 4941A Truss T02 Truss Type Monopitch Oty 1 Ply 1 TUKWILA VILLAGE BUILDING A ROOF R58119834 Louws Truss, Inc, Femdale, WA - 98248, 7 2x4 6x6 = 6 7-4-15 7-4-15 7-4-15 Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:08 2019 Page 1 ID:c97gnyBRMh05w1myCAiB5FzZN9F-kj487hRHM?w17gKpzBOMMpVlasSfIcZSRYpONnzGXID 14-9-14 7-4-15 4x10 = 14-9-14 3x8 = 3 3x4 II 7-4-15 7-4-15 Scale 1:28.2 Plate Offsets (X,Y)-- [3:0-3-8,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plate Grip IDOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.75 BC 0.32 WB 0.38 Matrix-SH DEFL. in (loc) I/defl Ud Vert(LL) -0.13 5 >999 360 Vert(CT) -0.23 4-5 >757 240 Horz(CT) 0.00 4 n/a n/a Wind(LL) 0.07 5 >999 240 PLATES GRIP MT20 220/195 Weight: 72 lb FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 *Except* 6-7: 2x6 DF No.2 REACTIONS. (lb/size) 6=-650/0-5-8, 4=650/Mechanical Max Horz 6=160(LC 13) Max Uplift 6=-96(LC 10), 4=-86(LC 14) Max Grav 6=695(LC 20), 4=695(LC 20) FORCES, (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-615/129, 1-2=-2115/314, 2-3=-2116/318, 3-4=-615/126 BOT CHORD 5-6=-409/412 WEBS 1-5=-361/1905, 2-5=-593/156, 3-5=-318/1985 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-9-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2pst BCDL=4.8psf; h=25ft; Cat. II; Exp El; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 14-8-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurren( with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. May 15,2019 &WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 511.7473 ree,1010312015 BEFORE (ISE Design valid for use only with MiTek5 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, deavery, erection and bracing of trusses and truss systems, see ANSETP11 Quality Criteria, DSB-BG and BCSI Building Component Safety Information available from Truss Plate Institute. 21510. Lee Street, Suite 312, Alexandria, VA 22314. 101/11110111,.. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 ob 1804941A Truss TO3 Truss Type Monopitch Qty Ply 1 TUKWILA VILLAGE BUILDING A ROOF R58119835 Louws Truss, Inc Ferndale, WA 98248, 7 3x6 = Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:08 2019 Page 1 ID:c97gnyBRMh05w1myCAiB5FaN9F-kj487hRHM7w17gKozBlIMMpc7at1fm2SRYpONnzGXID 4-4-0 8-8-0 4-4-0 0.25 112 3x4 2 9 4-4-0 1.5x4 3 2x4 II 5 4 3x4 = 3x4 4-4-0 8-8-0 1 4-4-0 4-4-0 Scale = 1:28,2 LOADING (psi) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 10.0 SPACING. 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IBC2015/TP12014 CS1. TC 0.27 BC 0.20 WB 0.22 Matrix-P DEFL, in (loc) 1/defl Lid Vert(LL) -0.02 5 >999 360 Vert(CT) -0.03 5 >999 240 Horz(CT) 0.00 4 n/a n/a Wind(LL) 0.01 5 >999 240 PLATES GRIP MT20 220/195 Weight: 46 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied oi 9-7-15 oc bracing. 6-7: 2x6 DF No.2 REACTIONS. (Ib/size) 6=373/0-5-8, 4=373/Mechanical Max Herz 6.157(LC 13) Max Uplift 6=-86(LC 10), 4=-68(LC 14) Max Grav 6=389(LC 20), 4=389(LC 20) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-352/156, 1-2=-722/280 BOT CHORD 5-6=-425/469, 4-5=-307/719 WEBS 1-5=-306/660, 2-4=-752/310 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCOL=4,8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-9.15, Interior(1) 3-9-15 to 8-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 ot 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be OF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WEB REFERENCE PAGE M8-7473 rev, 10103/2015 BEFORE USE. Oesign valid for use only with MiTeket connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system, Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DS13.69 and SCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. May 15,2019 iTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Me 00005661 Job Truss Truss Type Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119836 1804941A T04 Monopitch 1 1 Job Reference (optional) Louws Truss, Inc, Femd A - 248, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:09 2019 Page 1 ID;c97gnyBRMh05w1myCAiB5FzZN9F-DveWK1Sw7J2ckciv?WuPXuZLgc_8g0BUcfCZZwDzGXIC 7-5-12 700 mteSHS = 7-5-12 4 axe =• 2x4 II 7-5.12 7-5-12 Scale =1:28.3 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IBC201 5/TP12014 CS!, TC 0.74 BC 0.56 WB 0.34 Matrix-P DEFL. in (loc) I/defl L/d Vert(LL) -0.13 3-4 >638 360 Vert(CT) -0.27 3-4 >319 240 Horz(CT) -0.00 3 n/a n/a Wind(LL) 0.00 4 **** 240 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 40 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 8-3-13 oc bracing. 4-5: 2x6 DF No.2 REACTIONS. (lb/size) 4=320/0-5-8, 3=320/Mechanical Max Horz 4=156(LC 11) Max Uplift 4=-88(LC 10), 3=-67(LC 14) Max Grav 4=331(LC 20), 3=331(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-260/191 BOT CHORD 3-4=-539/435 WEBS 1-3=-438/535 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 7-4-0 zone; cantilever loft and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. A WARNING Verily design parameter; and READ NOTES ON THIS AND INCLUDED AIITEK REFERENCE PAGE MI1-7473 rev. 10i53/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Qualify Crtferla, DSB419 and SCSI Building Component Safety Information available from Truss Plate Institute, 21B N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek USA, Inc, 400 Sunrise Avenue, Suite 270 Rsoevdlo CA 95'61 Job Truss Truss Type Oty Ply TUKWILA VILLAGE BUILDING A ROOF R58119837 1804941A TO4A Monopilch 1 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA-98248, 7 2x4 II .240 s Dec 6 2018 MiTek Industties, Inc. Tue May 14 16:26:10 2019 Page ID:c9?gnyBRMh05wImyCAiB5FzZN9F-h6CuYNTYudATM_TB4cwmRnuyYOb17i0Ius17SgzGXI B 4-0-12 8-1-8 4-0-12 4-0-12 4-0-12 0.25 112 1.5x4 11 2 8 3x4 = 3x8 = 1.5x4 11 4-0.12 4-0-12 Scale = 1:28.2 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CS1. TC 0.28 BC 0.10 WB 0.13 Matrix-P DEFL, in NO 1/dell Ltd Vert(LL) -0.01 5 >999 360 Vert(CT) -0.02 5 >999 240 Horz(CT) 0.00 4 n/a n/a Wind(LL) 0.01 5 >999 240 PLATES GRIP MT20 220/195 Weight: 44 Ib FT = 0 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 "Except' 6-7: 2x6 DF No.2 REACTIONS. (Ib/size) 6=349/0-5-8, 4=349/Mechanical Max Horz 6=157(LC 11) Max Uplift 6=-67(LC 10), 4=-67(LC 14) Max Gray 6=363(LC 20), 4=363(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-328/163, 1-2=-630/279, 2-3=-631/282, 3-4=-327/145 BOT CHORD 5-6=-426/480 WEBS 1-5=-312/579, 2-5=-309/115, 3-5=-312/665 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-7-15 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL==4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 4-0-12, Interior(1) 4-0-12 to 7-11-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be OF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M1l-7473 rev. 10/03/2015 BEFORE USE, Design valid for use only with MiTek6) connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?Pit Quality Criteria, OSO.89 and BCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lea Street, Suite 312, Alexandria, VA 22314. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 15661 Job 1804941A Truss TO4B Truss Type Monopitch 10ty Ply TOKWILA VILLAGE BUILDING A ROOF R58119838 Louws Truss, Inc, Femdale, WA - 98248, LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCOL 10.0 BCLL 0.0 " BCDL 10,0 7 6 2x4 II 4-4-11 4-4-11 4-4-11 Job Reference (optioiial) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:11 2019 Page 1 ID:c9?gnyBRMh05w1myCAiB5FzZN9F-91mHliUAerwIK_720eJR7z_Q70oxzs8zu7W2g_6zGXIA 8-9-5 4-4-11 0.25 1712- 1.5x4 I I 8 2 9 3x4 3 5 4 3)(6 = 1.5x4 11 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 1 4-4-11 4-4-11 8-9-5 Scale 1:28,2 CS1, TC 0.27 BC 0.12 WB 0.15 Matrix-P DEFL. in (loc) 1/clefl LJd Vert(LL) -0.02 5 >999 360 Vert(CT) -0.03 5 >999 240 Horz(CT) 0.00 4 n/a n/a Wind(LL) 0.01 5 >999 240 PLATES GRIP MT20 220/195 Weight: 47 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 9-7-15 oc bracing. 6-7: 2x6 DF No.2 REACTIONS. (Ib/size) 6=378/0-5-8, 4=378/Mechanical Max Horz 6=157(LC 13) Max Uplift 6=-86(LC 10), 4=-68(LC 14) Max Grav 6=394(LC 20), 4=394(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-357/155, 1-2=-740/280, 2-3=-740/283, 3-4=-356/141 BOT CHORD 5-6=-425/467 WEBS 1-5=-305/674, 2-5=-337/116, 3-5=-311/775 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 8-7-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10103/2018 BEFORE USE Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/7PN Quality Criteria, OSB-89 and SCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 Frei(' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 _Roseville CA 95651 Job 1804941A Truss TO4C Truss Type Monopitch y Ply 1 TUKWILA VILLAGE BUILDING A ROOF R58119839 Louws Truss, Inc, Femdale, WA - 98248, 7 4-8-9 Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:12 2019 Page 1 I D:c9?gnyBRMh05wImyCAiB5FzZN9F-dUKfz2VoPEOBbHdaCOyEWCzIEBHGbb42M9nDWYzGXI9 9-5-2 6 2x4 II 4-8-9 4-8-9 4-8-9 3x8 = 4-8-9 9-5-2 4-8-9 1.5x4 II Scale = 1:28.1 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 *Except* 6-7: 2x6 DF No.2 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 REACTIONS. (lb/size) 6=407/0-5-8, 4=407/Mechanical Max Horz 6=157(LC 11) Max Uplift 6=-86(LC 10), 4=-69(LC 14) Max Gray 6=426(LC 20), 4=426(LC 20) CSL TC 0.27 BC 0.12 WB 0.16 Matrix-SH FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-375/151, 1-2=-844/278, 2-3=-844/281, 3-4=-375/138 BOT CHORD 5-6=-425/487 WEBS 1-50-343/777, 2-5=-361/108, 3-5=-291/807 DEFL, in (loc) I/defl L/d Vert(LL) -0.02 5 >999 360 Vert(CT) -0.04 5 >999 240 Horz(CT) 0.00 4 n/a n/a Wind(LL) 0.01 5 >999 240 PLATES GRIP MT20 220/195 Weight: 50 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals, BOT CHORD Rigid ceiling directly applied or 9-7-14 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3.9-15, Interior(1) 3-9-15 to 9-3-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1,60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit between the bottom chord and any other members. 8) All bearings are assumed to be OF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev. 10/0312005 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not e truss system, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPIS Quality Criteria, DSB-89 and 8C51 Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Job Truss Truss Type taty Ply ITUKWILA VILLAGE BUILDING A ROOF I R58119840 1804941A TO4D Monopitch 1 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA-98248, 3x6 = 6 2x4 II 5-0-7 5-0-7 5-0.7 5-0-7 .240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:13 2019 Page ID:c9?gnyBRMh05wImyCAiB5FzZN9F-5hu1AOVQAYY2DRCmIkTT3P WT2bcCK2_6apXn3?zGXIB 10-0-15 5-0-7 0.25 112 1.5x4 II 2 9 3x6 3 5 4 3x8 = 1.5x4 II 10-0-15 5-0-7 Scale = 1:26.0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CS!. TC 0.26 BC 0.14 WB 0.18 Matrix-SH DEFL. in (loc) 1/deft Lid Vert(LL) -0.03 5 >999 360 Vert(CT) -0.05 5 >999 240 Horz(CT) -0.00 4 n/a n/a Wind(LL) 0.02 5 >999 240 PLATES GRIP MT20 220/195 Weight: 52 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 9-8-1 oc bracing. 6-7: 2x6 DF No.2 REACTIONS. (Ib/size) 6=437/0-5-8, 4=437/Mechanical Max Horz 6=158(LC 11) Max Uplift 6=-86(LC 10), 4=-71(LC 14) Max Gray 6=458(LC 20), 4=458(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-404/146, 1-2=-968/281, 2-30-968/284, 3-4=-404/135 BOT CHORD 5-6=-423/476 WEBS 1-5=-343/887, 2.5=-388/110, 3-5=-292/922 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-9-15, lnterior(1) 3.9-15 to 9-11-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. WARNING - Verify design parameters and READ NOTES ON WAS AND INCLUDED MITEK REFERENCE PAGE M107473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeket connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damago. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 _Roseville. CA 95661 Job 1804941A Truss TO4E Truss Type Monopitch Qty 1 Ply 1 TUKWILA VILLAGE BUILDING A ROOF R58119841 Louws Truss, Inc, Ferndale, WA - 98248, 7 3x6 =. 5-4-6 5-4-6 Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc, Tue May 14 16:26:13 2019 Page 1 ID:c97gny6RMh05wIrnyCAiB5FzZN9F-5hu1A0VQAYY2DRCmIkTT3PWTPbcuK1dBapKnrzGX18 10-8-11 5-4-6 0.25 112 1,54 II 2 3x6 — 3 6 2x4 11 5 4 3x10 = 5-4-6 10-8-11 5-4-6 5-4-6 1.5x4 Scale 1:26.0 LOADING (psf) TCLL 25,0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip IDOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC201 5/TP12014 CSI, TC 0.30 BC 0.16 WB 0.20 Matrix-SH DEFL. in (loc) I/defl LJd Vert(LL) -0.04 5 >999 360 Vert(CT) -0.06 5 >999 240 Horz(CT) -0.00 4 n/a n/a Wind(LL) 0.02 5 >999 240 PLATES GRIP MT20 220/195 Weight: 55 lb FT = 0*/. LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-12 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 9-8-5 oc bracing. 6-7: 2x6 DF No.2 REACTIONS. (Ib/size) 6=466/0-5-8, 4=466/Mechanical Max Horz 6=158(LC 11) Max Uplift 6=-87(LC 10), 4=-72(LC 14) Max Gray 6=490(LC 20), 4=490(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CI-40RD 1-6=-432/142, 1-2=-1100/284, 2-3=-11001287, 3-4=-432/133 BOT CHORD 5-6=-420/466 WEBS 1-5=-343/1005, 2-5=-416/113, 3-5=-293/1044 NOTES- 1) Wind: ASCE 7-10; Vult=1 10mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 10-6-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads, 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No,2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 we. 10/03/201S BEFORE USE. Design valid for use only with MiTek® connectors: This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability ol design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent. bracing is always required for stability and to prevent collapse with possible personal injury and propony damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIl Duality Criteria, OSB.89 and SCSI Building Component Safety Information available from Truss Plate Institute, 215 N. Lee Street, Suite 512, Alexandria, VA 22314. May 15,20 9 'Wok' MiTek USA. inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95651 Job • 1804941A Louws Truss, Inc, Truss TO4F Femdale, WA - 98248, 7 3x6 -= Truss Type Monopitch Qty Ply TUKWILA VI AGE I3UILDING A ROOF R58119842 1 1 _ Job Reference (optional) 8,240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:14 2019 Page 1 ID:c97gnyBRMh05w1myCAiB5FaN119.4F-,Z8tSPNkWargyrbnzJR_ibd2dR?yo3UULpTGKbRzGX17 5-8-4 5-8-4 5-8-4 0.25 12 1.5x4 II 2 9 3x6 3 6 2x4 II 5 3x10 5-8-4 11-4-8 1.5x4 II 5-8-4 5-8-4 Scale 1:26.0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip IDOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CS!, TC 0.35 BC 0.18 WO 0.23 Matrix-SH DEFL. in ((oc) 1/defl Ud Vert(LL) -0.05 5 >999 360 Vert(CT) -0.08 5 >999 240 Horz(CT) -0.00 4 n/a n/a Wind(LL) 0.03 5 >999 240 PLATES GRIP MT20 220/195 Weight: 57 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 9-8-9 oc bracing. 6-7: 2x6 DF No.2 REACTIONS. (Ib/size) 6=495/0-5-8, 4=495/Mechanical Max Horz 6=159(LC 13) Max Uplift 6=-88(LC 10), 4=-74(LC 14) Max Grav 6=522(LC 20), 4.522(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-461/139, 1-2=-1240/288, 2-3=-1241/291, 3-4=-461/131 BOT CHORD 5-6=-418/456 WEBS 1-5=-344/1129, 2-5=-443/12Q, 3-5=-296/1174 NOTES- 1) Wind: ASCE 7-10; Vult=1 10mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 11-2-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp,; Cl=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Reter to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. May 15,2019 A, WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE IC111-7473 rev, 10/03/2015 BEFORE IJSE. Design valid for usa only with MiTektT connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web anclior chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection end bracing of trusses and truss systernS, see ANSI/TPI1 Qualify Criteria, DSE1-119 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 9566 IJob 1804941A Truss TO4G Truss Type Monopitch IY 1 Ply 1 TUKWILA VILLAGE BUILDING A ROOF R58119843 Louws Truss, Inc, Femdale, WA - 98248, 7 4x6 = 2x4 II 6-0-2 6-0-2 6-0-2 Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:15 2019 Page 1 ID:c9?gnyBRMh05wirrtyCAILI5FaN9F-13?nb4XgeomTIM9t9Vx8qbmCIPGfoxKU270u7tzGX16 12-0-5 6-0-2 12-0-5 6-0-2 6-0-2 Scale 1:26,0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015rTP12014 CS!. TC 0.40 BC 0.20 WB 0.25 Matrix-SH DEFL, in (loc) 1/dell Lid Vert(LL) -0.06 5 >999 360 Vert(CT) -0.10 5 >999 240 Horz(CT) -0.00 4 n/a n/a Wind(LL) 0.03 5 >999 240 PLATES GRIP MT20 220/195 Weight: 60 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 *Except* 6-7: 2x6 DF No.2 REACTIONS. (Ib/size) 6=524/0-5-8, 4=524fMechanical Max Horz 6=159(LC 13) Max Uplift 6=-89(LC 10), 4=-76(LC 14) Max Grav 6=555(LC 20), 4=555(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-60-490/136, 1-2=-1388/292, 2-3=-1389/295, 3-4.-490/129 BOT CHORD 5-6=-416/447 WEBS 1.5=-346/1261, 2-5=-471/127, 3-5.-299/1311 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied oi 9-8-12 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDU=4.2psf; BCDL=4.8psf; h=25f1; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3.9-15, Interior(1) 3-9-15 to 11-10-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. WARNING Verify design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 0457473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTh*/ connectors. This design is based only upon parameters shown, end is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckting of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/7P11 Quality Criteria, DSB.89 and BCSI Building Component Safety information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 MiTek. MiTek USA, Inc, 400 Sunrise Avenue, Suite 270 Roseville CA 45661 ob Truss Truss Type Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119844 1804941A TO4H Monopitch 1 1 Job Reference (optimal) _ . _ Louws Truss, Inc, Ferndale, WA - 98248, 7 4x6 = 6 2x4 II LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015TTP12014 6-4-1 6-4-1 8.240 s Dec 62018 MiTekn us nes, Inc. Iue May 14 1b:6:1bage ID:c9?gnyBRMh05w1myCA1B5Fz2N9F-VFZAo0YJTTwd4vxLRs1Ag28wMpcWXN7dGnIRgJzGX15 12-8-2 0.25 112 1.5x4 11 5 9 3x10 1 6-4-1 12-8.2 6-4-1 3x6 3 1,5e4 II Scale = 126„0 CSI, DEFL, in (loc) l/defi Ud PLATES GRIP TC 0.45 Verl(LL) -0.07 5 >999 360 MT20 220/195 BC 0.23 Vert(CT) -0.12 4-5 >999 240 WB 0.28 Horz(CT) -0.00 4 n/a n/a Matrix-SH Wind(LL) 0.04 5 >999 240 Weight: 63 lb FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 *Except* 6-7: 2x6 DF No.2 REACTIONS. (lb/size) 6=554/0-5-8, 4=554/Mechanical Max Horz 6=159(LC 11) Max Uplift 6=-90(LC 10), 4=-78(LC 14) Max Gray 6.587(LC 20), 4=587(LC 20) FORCES. (Ib) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-519/134, 1-2=-1544/296, 2-3=-1545/300, 3-4=-.519/128 BOT CHORD 5-6=-414/438 WEBS 1-5=-349/1399, 2-5=-499/133, 3-5.-302/1456 GRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-8-14 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCOL=4.2psf; BCC)L=4.8psf; h=25ft. Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 12-6-6 zone; cantilever left and right exposed ; end vertical left and right exposed.C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections_ 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift al joint(s) 6, 4. A, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11•7473 rev 10.103/2015 BEFORE USE. Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, defivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component Safety information available from Truss Plate Institute, 218 Id, Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 Te k' AliTelt USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 85661 Job Truss Truss Type I-QLY Ply TUKWILA VILLAGE BUILDING A ROOF 1 R58119845 1804941A T041 Monopitch 1 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, 7 4x6 = 2x4 11 6-7-15 6-7-15 6-7-15 .240 s Dec 62018 MiTekn us nes, IflC. 1 ue ay 14 1b:6:11age ID:c9?gnyBRMh05w1myCAIB5FzZN9F-_57Y0mYxEm2UQWY_aYPOFg5DCyKGpwnVRV_CmzGX14 13-3-14 6-7-15 0.25 112 1.5x4 11 5 4x10 = 13-3-14 3x6 2x4 I I 6-7-15 6-7-15 Scale = 1:28.1 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CS!, TC 0.51 BC 0.25 WB 0.31 Matrix-SH DEFL. in (loc) I/defl id Vert(LL) -0.09 5 >999 360 Vert(CT) -0.15 4-5 >999 240 Horz(CT) -0.00 4 n/a n/a Wind(LL) 0.05 5 >999 240 PLATES GRIP MT20 220/195 Weight: 65 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 'Except* 6-7: 2x6 DF No.2 REACTIONS. (Ib/size) 6=583/0-5-8, 4=583/Mechanical Max Horz 6=160(LC 11) Max Uplift 6=-92(LC 10), 4=-81(LC 14) Max Grav 6=619(LC 20), 4=619(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-548/132, 1-2=-1708/301, 2-3=-1709/305, 3-4=-548/127 BOT CHORD 5-6=-412/430 WEBS 1-5=-352/1545, 2-5=-527/140, 3-5=-307/1607 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-9-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TC13L=4.2psf; BCDL=4.8psf: h=25ft; Cat. II; Exp B: Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 13-2-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 paneling. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) '' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be OF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WEB REFERENCE PAGE MII-7473 rev. 10103121315 BEFORE USE. Design valid for use only with MiTekrE connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI Duality Criteria, D58.89 and BCSt Building Component Safety Information availabte from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 4111111111•11 MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Rasevle CA .0661 Job 1804941A Truss TO4J Truss Type Monopitch Qty Ply 1 TUKWILA VILLAGE BUILDINGA ROOF R58119846 Louws Truss, Inc, Ferndale, WA 98248, 7 5x6 = 6 2x4 II 6-11-14 6-11-14 6-11-14 Job Reference (op)ional) 8,240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:18 2019 Page 1 ID;c97gnyBRMh05w1myCAiB5FzZN9F-SehwD6ZTMAKKC5kYN3emTDEccH7?Fhwk5EVI(CzGX13 13-11-11 6-11-14 400 = 13-11-11 2x4 11 6-11-14 6-11-14 Scale = 1:28.1 01 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING. 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI, TC 0.59 BC 0.28 VVB 0.34 Matrix-SH DEFL. in (loc) 1/dell Lid Vert(LL) -0.11 5 >999 360 Vert(CT) -0.18 4-5 >896 240 Horz(CT) -0.00 4 n/a n/a Wind(LL) 0,06 5 >999 240 PLATES GRIP MT20 220/195 Weight: 68 lb FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 *Except* 6-7: 2x6 DF No.2 REACTIONS. (Ib/size) 6=612/0-5-8, 4=612/Mechanical Max Horz 6=160(LC 13) Max Uplift 6=-94(LC 10), 4-=-83(LC 14) Max Grav 6=652(LC 20), 4=652(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-577/131, 1-2=-1880/307, 2-3=-1881/311, 3-4=-577/126 BOT CHORD 5-6=-411/422 WEBS 1-5=-356/1697, 2-5=-556/147, 3-5=-311/1766 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-9-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf: BCDL=4.8psf; h=25ft; Cat, II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 13-9-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No,2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. latowois BEFORE USE. Design valid for use only with MiTek3/ connecters. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate I/Otdesign into the overall building design. Bracing indicated is to prevent buckling of individual truss web anchor chord members only, Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection ant, bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, 05B.89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 iTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply TUKWILA VILLAGE 8UILDING A ROOF R58119847 1804941A TO4K Monopitch 1 1 Job Reference (optional) Louws Truss, Inc, 7 Femdale, WA - 98248, 5x6 = 6 2x4 II 7-3-12 7-3-12 7-3-12 8.240 s Dec 6 2018 MiTek Industries, Inc, Tue May 14 16:26:19 2019 Page 1 ID:c97gnyBRMh05w1myCiki65FzZN9F-weFIRSaBm01BxMgw6_atigmNa0dvkiR4z1_5GezGX12 14-7-8 7-3-12 4x10 = 14-7-8 3x4 II 7-3-12 7-3-12 Scale 1:28.2 Plate Offsets (X,Y)-- [3:0-3-8,0-1,13J LOADING (psf) SPACING. 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1,15 TCDL 10.0 Rep Stress lncr YES BCLL 0.0 • Code IBC2015/TP12014 BCDL 10.0 CSI. TC 0.71 BC 0.31 WB 0.37 Matrix-SH DEFL. in (loc) 1/defl IJd Vert(LL) -0.13 5 >999 360 Vert(CT) -0.22 4-5 >787 240 Horz(CT) -0,00 4 n/a n/a Wind(LL) 0.07 5 >999 240 PLATES GRIP MT20 220/195 Weight: 71 Ib FT = 0% LUMBER - TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 *Except* 6-7: 2x6 DF No.2 REACTIONS. (lb/size) 6=641/0-5-8, 4=641/Mechanical Max Horz 6=160(LC 13) Max Uplift 6=-96(LC 10), 4=-85(LC 14) Max Grav 6=685(LC 20), 4=685(LC 20) FORCES. (lb). Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-606/130, 1-2=-2059/313, 2-3=-2060/317, 3-4=-606/126 BOT CHORD 5-6=-409/415 WEBS 1-5=-360/1856, 2-5=-584/154, 3-5=-317/1933 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-9-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vu9=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 14-5-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8. MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 des(gn. 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. May 15,2019 WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 re, 10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before 059, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Duality Criteria, DS6.89 and SCSI Building Component Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Oil,' Ply TUKWILA VILLAGE BUILDING A ROOF R58119848 1804941A T05 GABLE 3 1 Job Reference (optional) _ Louws Truss, Inc, Ferndale, WA - 98248, 3-3-4 3-3-4 4x4 3x10 = 1 2 16 8-4-5 5-1-1 1.5x4 11 3 13-5-5 5-1-1 5x8 = 4 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:20Page ID:c9?gnyBRMh05w1myCAiB5FzZN9F-01pgenbpXhQ2ZVVE6gi56ruIXEiCh/j1-22D6Pjep5zGX11 18,6-6 23-7-7 29-0-0 5-1-1 5-1-1 5-4-9 5x6 = 025 Fi-2- 502 = 6 17 Scale: 1/4", 1' 3x6 = 15 7 4x4 11 1.5x4 11 14 12 13 502 = 3-3-4 3-/8 8-4-5 5 3-5-4 0-24 4-10-13 11 5x14 M18SHS = 10 5x8 = 1.5x4 11 13-5-5 18-6-6 23-7-7 29-0-0 5-1-1 5-1-1 5-z-9 5-1-1 3x6 = Plate Offsets2f,Y -- 2:0-3-8,0-1- , :0-7-0,0-3-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.78 BC 0.53 WB 0.80 Matrix-SH DEFL. in (loc) 1/defl L)d Vert(LL) -0.43 10-11 >716 360 Vert(CT) -0.72 10-11 >426 240 Horz(CT) 0.09 8 n/a n/a Wind(LL) 0.20 10-11 >999 240 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 126 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-13 oc purlins, BOT CHORD 2x4 DF 2400F 2.0E except end verticals. WEBS 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 8-15: 2x6 DF No.2 WEBS 1 Row at midpt 6-8 REACTIONS. All bearings 3-5-8 except (jt=length) 8=0-5-8. (Ib) • Max Horz 14=71(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) except 14=-202(LC 20), 8=-118(LC 14), 13=-179(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 14 except 8=1228(LC 20), 13=1830(LC 20), 13.1651(LC 1) FORCES. (Ib). Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-38/341, 2-3=-3089/305, 3-4=-3087/308, 4-5=-4660/475, 5-6=-4664/479 BOT CHORD 13-14=-335/75, 12-13=-335/75, 11-12=-455/4875, 10-11=-455/4875, 9-10=-284/3042, 8-9=-284/3042 VVEBS 2-13=-1491/199, 2,12=-350/3523, 3-12=-332/92, 4-12=-1868/190, 5-10=-388/95, 6-10=-161/1704, 6-8=,3097/298 NOTES- 1) Wind: ASCE 7-10: Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. Ili Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 28-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) AJI plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurren( with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 202 Ib uplift at joint 14, 118 Ib uplift at joint 8 and 179 Ib uplift at joint 13. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEt( REFERENCE PAGE 4411•747.3 rev 10/0312015 BEFORE USE. Design valid for use only with MiTekee connectors. This design is based onty upon parameters shown, and is for er, individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal iniory and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIWPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 iTek MiTek USA, inc. 400 Sunrise Avenue, Suite 270 Roseviile, CA 95661 Job 1804941A Truss T06 Truss Type Monopilch y �1 Ply 1 TUKWILA VILLAGE BUILDING A ROOF R58119849 ouws Truss, Inc, -3-0-0 Ferndale, WA - 98248, 5-4-8 10-5-8 3-0-0 5-4-8 5-1-0 x8 15 3x4 II 7x8 = 4. 1.5x4 II 3 12 11 6x16 = 1.5x4 II Job Reference o 'o al 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:21 2019 Page 1 ID:c9?gnyBRMh05wImyCAiB5FzZN9F-sDN3r7cRI?YvBgpJDPcLN 5mFgEtCWVNQ3TCLXzGX10 15-6-8 20-7-8 26-0-0 5-1-0 5-1-0 5-4-8 1.5x4 II 5 10 5x14 M18SHS 0.25 12 5x12 = 6 16 9 1.5x4 11 Scale = 1:47.5 3e6 = 14 3x8 Plate Offsets (X,Y)-- [2:0-3-7,0-2-8), j4:0-3-12,0-4-81, [10:0-7-0,0-3-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 LUMBER - TOP CHORD BOT CHORD WEBS SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CS1, TC 0.50 BC 0.53 WB 0.72 Matrix-SH DEFL, in (loc) Vert(LL) -0.42 10-11 Vert(CT) -0.71 10-11 Horz(CT) 0.10 8 Wind(LL) 0.20 10-11 1/defl >730 >431 n/a >999 Ud 360 240 n/a 240 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 142 Ib FT = 0°/ 2x6 DF No.2 2x4 DF 2400F 2.0E 2x4 DF No.2 *Except* 8-14: 2x6 DF No.2 REACTIONS. (lb/size) 13=1387/0-5-8, 8=1140/0-5-8 Max Harz 13=72(LC 11) Max Uplift 13=-221(LC 10), 8=-119(LC 14) Max Gray 13=1545(LC 21), 8=1263(LC 21) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-1474/242, 2-3=-3793/345, 3-4=-3790/348, 4-5=-5119/504, 5-6=-5119/507 BOT CHORD 11-12=-490/5385, 10-11=-490/5385, 9-10=-298/3223, 8-9=-298/3223 WEBS 2-12=-357/3743, 3-12=-301/87, 4-12=-1659/202, 4-10=-280/22, 5-10=-418/97, 6-10=-180/1985,6-8=-3214/307 Structural wood sheathing directly applied or 3-1-4 oc purlins, except end verticals. Rigid ceiling directly applied of 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. 1 Row at midpt 6-8 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -3-0-0 to 0-7-3, Interior(1) 0-7-3 to 25-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psi on overhangs non -concurrent with other live loads, 5) Provide adequate drainage to prevent water ponding. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. 11 is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads, 9) ' This truss has been designed for a live load of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 221 Ib uplift at joint 13 and 119 Ib uplift at joint 8. A, WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPtt Quality Criteria, DSB-89 and BCSl Building Component Safety tnformation available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. May 15,2019 MiTek" MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95561 w Job Truss Truss Type Oty Ply TUKWILA VILLAGE BUILDING A ROOF R56119850 1804941A GE01 Monopitch Supported Gable 10 1 Job Reference o tioral) Louws Truss, Inc, -3-0-0 3-0-0 5x6 II 6x6 Ferndale, WA - 98248, 0.25 I12 5x6 = 2 3 4 5x6 = 6 8.240 s Dec 6 2018 MITek Industnes, Inc. Tue May 14 16:2558 2019 Page I I D:c9?g nyB RMh05wI myCAi85FzZN 9F-1 oU M 1 GKOixfAw8ZuN4iyy FOrhYPbJ8t_B_OU 1 MzGXI N 26-0-0 26-0-0 Scale: 114"=1' 5x6 = 9 10 11 12 13 14 15 16 17 16 19 20 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 6x6 = 3x6 Ii 5x6 =_ 26-0-0 21 26-0-0 40 Plate Offsets (X,Y)-- j32:0-3-0,0-3-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CBI, TC 0.53 BC 0.46 WB 0.65 Matrix-SH DEFL. in (loc) I/deft Ud Vert(LL) -0.00 2 n/r 120 Vert(CT) -0.02 1-2 n/r 80 Horz(CT) -0.02 29 n/a n/a PLATES GRIP MT20 220/195 Weight: 122 Ib FT = 0 LUMBER- BRACiNG- TOP CHORD 2x4 DF No.2 *Except` TOP CHORD Structural wood sheathing directly applied or 3-6-11 oc purlins, 1-7: 2x6 DF No.2 except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 3-7-15 oc bracing. WEBS 2x4 DF No.2 *Except* 21-40: 2x6 DF No.2 OTHERS 2x4 DF No.2 REACTIONS. All bearings 26-0-0, (Ib) - Max Horz 39=72(LC 42) Max Uplift All uplift 100 Ib or less at joint(s) 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 36, 37 except 39=-2431(LC 39), 21=-2192(LC 42), 22=-2299(LC 39), 34=-247(LC 48), 35=-298(LC 39), 38=-2174(LC 42) Max Gray All reactions 250 Ib or less at joint(s) 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 36, 37 except 39=2392(LC 60), 21=2219(LC 59), 22=2359(LC 60), 34=288(LC 31), 35=337(LC 60), 38=2270(LC 39) FORCES, (Ib) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 2-39=-2362/2403, 2.3=-3404/3382, 3-4=-2944/2916, 4-5=-2610/2585, 5-6=-2274/2250, 6-7=-1952/1930, 7-8=-1667/1644, 8-9=-1299/1279, 9-10=-964/944, 10-11=-630/613, 11-12=-296/280, 12-13=-432/419, 13-14=-765/753, 14-15=-1098/1086, 15-16=-1430/1422, 16-17=-1763/1756, 17-18=-2095/2090, 18-19=-2428/2424, 19-20=-3037/3035, 20-21=-2174/2195 BOT CHORD 38.39=-422/408, 37.38=-2938/2931, 36-37=-2572/2597. 35-36=-2272'2264, 34-35=-1938/1931, 33-34=-1631/1625, 32-33=-1298/1291, 31-32=-964/958, 30-31=-631/625, 29-30=-298291, 28-29=-435/429, 27-28=-769/762, 26-27=-1102/1096, 25-26=-1435/1429, 24-25=-1769/1762, 23-24=-2069/2096, 22-23=-2435/2429, 21-22=-574/588 WEBS 7-34=-273/263, 6-35=-320/309, 3-38=-88/383, 2-38=-3910/3917, 20-22=-3723/3716 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDLr4.8psf; h=25ft; Cat. II; Exp 6; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -3-0-0 to 0-7-3, Exterior(2) 0-7-3 to 25-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only, For studs exposed to wind (normal to the face), 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 (3; 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 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads, drainage to prevent water pondin,.. - rV WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MUTEK REFERENCE PAGE MII.14T3 rev. 10703/2015 BEFORE USE, Design valid for use only with MiTekN connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chard members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` Mirek USA, Inc. 400 Sunrise Avenue, Suite 270 lto6eyille. CA 95661 4 Job 1804941A Truss GE01 Truss Type Monopilch Supported Gable 10 y Ply 1 TUKWILA VILLAGE Bi lLDING A ROOF R58119850 Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:25:59 2019 Page 2 ID:c9?gnyBRMh05wImyCAi85FzZN9F-V_2kEcLeTEn1 YH84xoDBUTx7QyIg2a77Me81 ZozGXIM NOTES- 7) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responibility of the fabricator to increase plate sizes to account for these factors. 8) All plates are 1.5x4 MT20 unless otherwise indicated. 9) Gable requires continuous bottom chord bearing. 10) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 11) Gable studs spaced at 1-4-0 oc. 12) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 13) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 14) All bearings are assumed to be DF No.2 crushing capacity of 625 psi, 15) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 36, 37 except (jt=lb) 39=2431, 21=2192, 22=2299, 34=247, 35=298, 38=2174. 16) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect Truss to resist drag loads along boftom chord from 0-0-0 to 26-0-0 for 250.0 plf. 17) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M€b7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent truckling of individual truss web andtor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPtt Quality Criteria, DSB-89 and SCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tek' MiTek USA, Inc. 400 Sunrise Avenue. Suite 270 RQSEyille, Ca_85681 Job 1804941A Truss T07 Truss Type Monopitch Qty 3 Ply 1 TUKWILA VILLAGE BUILDING A ROOF R58119851 Louws Truss, Inc, Ferndale, WA - 98248, 3x10 = 2x4 II 4-6-1 4-6-1 4-6-1 4-6-1 1.5x4 11 16 2 5x12 8-8-11 12-11-4 4-2-9 4-2-9 5x8 = 3 12 5x14 A418SHS 8-8-11 12-11-4 4-2-9 5x6 4 11 Job Reference o tion 8,240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:31 2019 Page 1 ID:c97gnyBRMh05w1 yCAiB5FzZN9F-Z8zryYjjx42UNCaEpWohnCF5VrgyX37rjdukgyzGXHs 17-1-13 21-4-7 25-10-8 4-2-9 4-2-9 4-6-1 3x8 = 17-1-13 4-2-9 0.25 112 5x8 = 5 10 5x14 M18SHS = 1.5x4 6 17 402 = 21-4-7 25-10-8 4-2-9 4-6-1 Scale .1:43,1 5x6 = 15 2x4 Plate Offsets_OLY_E- [4:0- 0:0-7-0,0-3-01112:0-7-0,0-3-0j LOADING (psi) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD BOT CHORD WEBS SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CS!, TC 0.58 BC 0.49 WB 0.65 Matrix-SH DEFL, in (loc) 1/dell L/d Vert(LL) -0.43 11-12 >705 360 Vert(CT) -0.73 11-12 >420 240 Horz(CT) 0.09 8 n/a n/a Wind(LL) 0.20 11 >999 240 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 118 Ib FT = 0% 2x4 DF No.2 2x4 DF 2400F 2.0E 2x4 DF No.2 *Except* 8-15: 2x6 DF No.2 REACTIONS. (Ib/size) 14=1148/0-4-0, 8=1148/0-5-8 Max Horz 14=71(LC 11) Max Uplift 14=-126(LC 10), 8=-122(LC 14) Max Grav 14.1264(LC 20), 8=1264(LC 20) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied 10-0-0 oc bracing. FORCES. (lb) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-14=-1192/140, 1-2=-3361/329, 2-3=-3360/332, 3-4=-5228/529, 4-5=-5228/531, 5-6=-2665/293, 6-7=-2665/296, 7-8=-1203/138 BOT CHORD 12-13=-465/4981, 11-12=-465/4981, 10-11=-419/4437, 9-10=-419/4437 WEBS 1-13=-334/3360, 2-13=-333/86, 3-13=-1719/177, 3-11=-29/256, 4-11=-321/80, 5-11=-77/843, 5-9=-1905/184, 6-9=-337/85, 7-9=-269/2798 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL,4,8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 25-7-12 zone; cantilever left and right exposed end vertical left and right exposed;C-C for members arid forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp 13: Partially Exp.; Ct=1,10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10,0 psf bottom chord live load nonconcurren( with any other live loads. 8) * This truss has been designed for a live load of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 Ib uplift al joint 14 and 122 Ib uplift at joint 8. A, WARNING Verity design parameters and REAR NOTES ON THIS AND INCLUDED. MITEK REFERENCE PAGE MR74T3 rev. TO/03/201S BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Quality Criteria, DSB-89 and SCSI Building Component Safety information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Ro eville CA 95661 (Ni Job Trss u Truss Type Qty Ply TUKWILA VILLAGE BUILDING A ROOF 1804941A TO6A Monopitch 2 1 R58119852 Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, -5-10-8 5-10-8 5x8 = 15 2 3x4 11 5-4-8 5-4-8 7x8 3 5x12 = 10-5-5 5-1-0 -5-10-8 5-4-8 10-5-8 5-10-8 5-4-8 5-1-0 .240 s Uc 8 2018 Mr lekn us nes, Inc. 1 ue I15y ID:c9?gnyBRMh05w1myCAiB5FzZN9F-ocUpGpdiqcodQzzht.ofpSWw5edwagQUfuNyJPPzGX1_ 15-6-8 20-7-8 26-0-0 5-1-0 5-1-0 5-4-8 4x10 4 5x14 M1135FIS 1 7x8 = 5 0.25 112 5x12 6 16 Scale 1:54.0 3x6 = 14 10 9 5x8 = 15-6-8 20-7-8 5-1-0 1.5x4 II 26-0-0 5-1-0 5-4-8 3x8 = Plate Offsets (X,Y)-- 120-3-8,0-2-8], [3:0-4-0,0-4-8115:0-4-0,0-4-81111:0-7-0,0-3-01 LOADING (psf) TCLL 25,0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 10.0 LUMBER - TOP CHORD BOT CHORD WEBS SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.64 BC 0.52 WB 0.75 Matrix-SH DEFL. in (loc) 1/defl Vert(LL) -0.41 10-11 >742 Vert(CT) -0.70 10-11 >441 Horz(CT) 0.10 8 n/a Wind(LL) 0.19 10-11 >999 Lid 360 240 n/a 240 PLATES MT20 M18SHS GRIP 220/195 220/195 Weight: 148 Ib FT = 0% 2x6 DF No.2 2x4 DF 2400F 2.0E 2x4 DF No.2 *Except" 8-14: 2x6 DF No.2 REACTIONS. (Ib/size) 13=1510/0-5-8, 8=1125/0-5-8, 1=88/Mechanical Max Horz 13=74(LC 11) Max Uplift 13=-208(LC 10), 8=-118(LC 14), 1=-37(LC 10) Max Gray 13=1692(LC 21), 8=1254(LC 21), 1=104(LC 21) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. WEBS 1 Row at midpt 6-8 FORCES, (Ib) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1626/226, 2-3=-3534/319, 3-4=-3529/322, 4-5=-5039/501, 5-6=-5039/504 BOT CHORD 11-12=-474/5252, 10-11=-474/5252, 9-10=-293/3192, 8-9=-293/3192 WEBS 2-12=-344/3619, 4-12=-1791/195, 5-10=-416/96, 6-10=-174/1934, 6-8=-3182/302 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4,2pst BCDL=4.8ps1; h=25ft, Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -5-9-12 to -2-2-9, Interior(1) -2-2-9 to 25-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilt fit between the bottom chord and any other members. 9) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 Ib uplift at joint 13, 118 Ib uplift at joint 8 and 37 lb uplift at joint 1. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE, Design valid for use only with MiTektV connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify !ha applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, May 15,2019 MiTek* MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job 1804941A Truss GE02 Truss Type Monopitch Supported Gable Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119853 Louws Truss, Inc, Femdale, WA - 98248, -3-0-0 Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:00 2019 Page 1 ID:c9?gnyBRMh05w1myCAiB5FzZN9F-zAb6RyLGEYvu9RjGVVkQ1gTBYMCUnAchlbltb5FzGXIL 3-9-0 3-0-0 0.25 4 x4 -=- 2 10 3 3x6 II 6x6 1.5x4 II 8 3-9-0 3-9-0 1.5x4 II 4 7 axe -7"-- 4x4 = 3x6 II 5 6 3-9-0 Scale = 1:12.8 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10,0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress 'nor YES Code IBC2015/TP12014 DS!. TC 0.50 BC 0.05 WB 0.12 Matrix-P DEFL, in (loc) 1/defl L/d PLATES GRIP Vert(LL) 0.01 1 n/r 120 MT20 220/195 Vert(CT) -0.01 1 n/r BO Horz(CT) 0.00 7 n/a n/a Weight: 27 lb FT = 0% LUMBER - TOP CHORD 2x6 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 OTHERS 2x4 DF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied cr 6-0-0 oc bracing. REACTIONS. All bearings 3-9-0. (Ib) - Max Horz 9.-34(LC 41) Max Uplift An uplift 100 Ib or less at joint(s) except 9=-720(LC 39), 6=-468(LC 42), 7=-490(LC 39), 8=-502(LC 32) Max Grav All reactions 250 Ib or less at joint(s) except 9=904(LC 20), 6=491(LC 39), 7=521(LC 60), 8=578(LC 39) FORCES. (lb) - Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown, TOP CHORD 2-9=-898/723, 2-3.-433/431, 4-5=-460/461, 5-6=-487/478 BOT CHORD 8-9=-285/285, 6-7.-309/314 WEBS 3-8=-249/640, 2-8=-729/745, 5-7=-701/720 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4,8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -3-0-0 to 0-7-3, Exterior(2) 0-7-3 to 3-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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/TP1 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 20.0 psf or 2.00 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 8) Gable requires continuous bottom chord bearing. 9) Truss to be fully sheathed from one face or securely braced against lateral movement (Le. diagonal web). 10) Gable studs spaced at 1-4-0 oc. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 12) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 13) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 720 Ib uplift at joint 9, 468 Ib uplift at joint 6, 490 Ib uplift at joint 7 and 502 Ib uplift at joint 8. 15) This truss has been designed for a total drag load of 250 pif. Lumber DOL=(1.33) Plate grip DOL.(1.33) Connect truss to resist dra. loads alon bottom chord from 0-0-0 to 3-9-0for 250.0 p11 May 15,2019 A, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE RAGE M11-7473 rey. /0/03/2015 BEFORE USE. Design valid for LISO only with MiTeke connectors. This design Is based only upon parameters shown, ard is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate Ibis design into the overall building design. Bracing indicated is to prevent buckling el individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB,89 and SCSI Budding Component Safety Information avaitable from Truss Plate institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1•16.11111, iTele MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Job Truss Truss Type Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119854 1804941A GE03 Monopitch Supported Gable 1 1 Job Reference (optional) Louws Truss, Inc, -3-3.8 3-3-8 3x8 M18SHS 11 6x6 = Ferndale, WA - 98248, 0.25 112 x6 = 4 5x6 = 6 7 8 9 10 240 s Dec 6 2018 MiTek Industnes, Inc. Tue May 14 16:26:03 2019 Page I D:c97 gnyB RMh05wl myCAiB5FzZN9F-01HF4zO9XTHT0vRrAd 17f I5g7Z6m_Ooj HG6F iazGX I I 25-8-8 25-8-8 Scale: 1i4^=1' 5x6 = 12 13 14 15 16 17 18 19 20 39 39 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 6x6 = 3x6 11 5x6 25-8-8 21 25-8-8 40 Plate Offsets jX,Y)-- j32:0-3-0,0.3-0j LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 10.0 SPACING. 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CS!. TC 0.61 BC 0.46 WB 0.67 Matrix-SH DEFL. in (loc) I/deft Lid PLATES GRIP Vert(LL) -0.00 2 n/r 120 MT20 220/195 Vert(CT) -0.03 1-2 n/r 80 M18SHS 220/195 Horz(CT) -0.02 29 n/a n/a Weight: 120 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 'Except" TOP CHORD Structural wood sheathing directly applied or 3-6-9 oc purlins, 1-6: 2x6 DF No.2 except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied cr 3-8-0 oc bracing. WEBS 2x4 DF No.2 'Except* 21-40: 2x6 DF No.2 OTHERS 2x4 DF No.2 REACTIONS. All bearings 25-8-8. (Ib) - Max Horz 39=72(LC 41) Max Uplift All uplift 100 Ib or less at joint(s) 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34 except 39=2811(LC 39), 21=-2203(LC 42), 22=2311(LC 39), 35=-224(LC 48), 36=-284(LC 39), 37=-120(LC 40), 38=-2521(LC 60) Max Gray All reactions 250 Ib or less at joint(s) 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 37 except 39=2754(LC 60), 21=2229(LC 59), 22=2371(LC 60), 35=269(LC 31), 36=324(LC 60), 38=2624(LC 39) FORCES. (Ib) - Max. Comp./Max, Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 2-39=-2720/2770, 2-3=-3317/3296, 3-4=-2932/2903, 4-5=-2596/2569, 5-6=-2273/2248, 6-7=-1988/1962, 7-8=-1619/1596, 8-9=-1284/1262, 9-10=-950/930, 10-11=-616/597, 11-12=-281/264, 12-13=-447/432, 13.14=-780/766, 14-15=-1112/1101, 15-16=-1445/1435, 16-17=-1778/1769, 17-18=-2109/2103, 18-19=-2443/2437, 19-20=-3051/3048, 20-21=-2183/2205 BOT CHORD 38-39=-344/333, 37-38=-2926/2919, 36-37=-2559/2586, 35-36=-225912244, 34.35=-1951/1945,33-34=-1617/1612,32-33=-1284/1278,31-32=-951/945, 30.31=-617/612,29-30=-284/278,28-29=-451/445,27-28=-784/778,26-27=-1117/1112, 25-26=-1451/1445, 24-25=-1784/1778, 23-24=-2084/2112, 22-23=-24.51/2445, 21-22=-574/588 WEBS 6-35=-252/242, 5-36=-312/302, 3-38=-103/517, 20-22=-3741/3736, 2-38=-4031/4038 NOTES- 1) Wind: ASCE 7-10: Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II: Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -3-3-8 to 0-1-12, Exterior(2) 0.1-12 to 25-5-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10: Pf=25.0 psi (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 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) Provide adeguate drainage to Prevent water pondin ARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11411-7473 rev. 10/03/2015 BEFORE USE. Dosign valid for use only with MiTek0/ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal irjury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPt1 Quality Criteria, DSB-89 and EDSt Building Component Safety Information available from Truss Plate Institute, 219 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply TUKWILA V1LLAGE BUILDING A ROOF R58119854 1804941A GE03 Morropitch Supported Gable 1 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, 8.240 s Dec 6 2018 MiTek Industres, Inc. Tue May 14 16:26:04 2019 Page ID:c9?gny6RMh05wImyCA)B5FaN9F-syrdHJOnInPKe3021fLpMBWertzS jr2sWvyroE0zGX1H NOTES- 7) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 8) All plates are MT20 plates unless otherwise indicated, 9) All plates are 1.5x4 MT20 unless otherwise indicated. 10) Gable requires continuous bottom chord bearing. 11) Truss to be fully sheathed from one face or securely braced against lateral movement (Le. diagonal web). 12) Gable studs spaced at 1-4-0 oc. 13) This truss has been designed for a 10.0 psf bottom chord live load nonc,oncurrent with any other live loads. 14) ' This truss has been designed for a live load of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 15) All bearings are assumed to be OF No.2 crushing capacity of 625 psi. 16) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 23, 24, 25, 26, 27, 28, 29; 30, 31, 32, 33, 34 except 0=lb) 39=2811, 21=2203, 22=2311, 35=224, 36=284, 37=120, 38=2521. 17) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1,33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 25-8-8 for 250.0 plf. 18) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated, A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI( REFERENCE PAGE Mil-7473 rev 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, D56.89 and SCSI Building Component Safety Information available from Truss Plate Institute, 219 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc, 400 Sunrise Avenve, Suite 270 Roseville CA 99661 ,Job 1804941A T08 Truss Type Monopitch Qty 2 Ply 1 TUKWILA VILLAGE BUILDING A ROOF R58119855 Louws Truss, Inc, -3-3-8 3-3-8 Ferndale, WA- 98248, 5x8 = 3 3x4 I I 1 6-1-1 11-10-10 6-1-1 - 5-9-9 6-1-1 6-1-1 5x6 12 6x16 = Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tee May 14 16:26:32 2019 Page 1 ID:c9?gnyBRMh05wImyCAi85FzZN9F-1KXD9ukLiNxL?M9QNDJwKQocPFvvGVq_yHdHDOzGXHr 17-8-3 23-5-12 25-2-8 5-9-9 5-9-9 I 1-8-12 I 0.25 r2-- 3x10 11 5x14 M18SHS = 11-10-10 17-8-3 5-9-9 5-9-9 1.5x4 II 10 6x12 5x12 15 6 Scale = 1:46.6 3x6 = 14 1.5x4 II 3x6 = 23-5-12 2 8ii8 25-2-8 ; 5-9-9 0- -12 1-6-0 Plate Offsets (X,Y)-- [2:0-3-7,0-2-8], [11:0-7-0,0-3-01 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress !nor YES Code IBC2015/TP12014 CSI. DEFL. in (loc) I/deft L/d TC 0.70 Vert(LL) -0.38 11 >744 360 BC 0.95 Vert(CT) -0.63 11 >442 240 WB 0.74 Horz(CT) 0.07 9 n/a n/a Matrix-SH Wind(LL) 0.18 11 >999 240 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 126 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 "Except' 1-3: 2x6 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 *Except` 8-14: 2x6 DF No.2 REACTIONS. (Ib/size) 13=1304/Mechanical, 9=1172/0-5-8 Max Horz 13=72(LC 13) Max Uplift 13=-220(LC 10), 9=-122(LC 14) Max Gray 13=1452(LC 21), 9=1297(LC 21) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (Ib) • Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-1379/244, 2-3=-3606/332, 3-4=-3562/325, 4-5=-3073/312, 5-6=-3073/316 BOT CHORD 11-12=-395/4398, 10.11=-400/4386 WEBS 2-12=-348/3566, 3-12=-384/105, 4-12=-872/128, 4-10=-1363/127, 5-10=-448/112, 6-10=-285/3074,6-9=-1122/166, 6-8=-258/29 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-3-3-8 to 0-1-12, Interlor(1) 0-1-12 to 24-11-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10: Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 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 requested, plates have not been designed to provide for placernent tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors, 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit.. any other live loads. 9) " This truss has been designed for a live Toad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 220 Ib uplift at joint 13 and 122 Ib uplift at joint 9. A, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M!TEK REFERENCE PAGE M1l-7473 rev. 10/0372015 BEFORE USE. Design valid for use only with MiTektD connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the buitding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP17 Quality Criteria, DSB-89 and BCSt Building Component Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 MiTek' MiTek USA, Inc- 400 Sunrise Ave ob 1804941A Truss T10 Truss Type FLAT GIRDER Qty 1 Ply 1 TUKWILA VILLAGE BUILDING A ROOF R58119856 Louws Truss, Inc, Ferndale, WA - 98248, 4x4 = 0 1.5x4 1-10-0 1-10-0 1-10-0 1-10-0 3x4 = SNP3 3x4 = 2 9 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inor NO Code IBC2015/TP12014 LUMBER - TOP CHORD 2x6 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 Job Reference (optiokal) 8.240 s Dec 6 2018 MiTek lndustnes, Inc. Tue May 14 16:26:34 2019 Page 1 ID:c9?gnyBRMh05w1myCAIB5EzZN9F- jfzaambE?f33EgJpUeLOPrt6J3oska5HPb6OHHzGXHP 3-10-0 5-10-0 6-9-4 2-0-0 2-0-0 0-11-4 SNP3 1.5x4 3 3x8 = 3-10-0 2-0-0 8 5-10-0 2-0-0 5NP3 3x4 = 4 7 4x4 = 5 6 3x4 = 1.5x4 II 6-9-4 0-11-4 Scale = 1:13.7 CSI, TC 0.03 BC 0.03 WB 0.06 Matrix-P DEFL. in (loc) 1/defl Ltd Vert(LL) -0.00 8 >999 360 Vert(CT) -0.00 8 >999 240 Horz(CT) -0.00 6 n/a n/a Wind(LL) 0.00 7 **** 240 PLATES GRIP MT20 220/195 Weight: 38 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 6-9-4. (Ib)- Max Herz 10=-31(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 10, 6, 9, 7 except 8=-107(LC 6) Max Grav All reactions 250 Ib or less at joint(s) 10, 6, 6 except 9.432(LC 1), 8=568(LC 1), 7=389(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - AS forces 250 (Ib) or less except when shown. WEBS 3-8=-454/108, 4-7=-359/87, 2-9=-395/95 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; 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) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 6, 9, 7 except Ot=lb) 8=107. 10) Use USP SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starling at 1-10-0 from the left end to 5-10-0 to connect truss(es) to front face of top chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) A minimum of (6) 8d x 1-1/2" nails are required into each member for SNP3 installation, All nailing is required in face of supported chords. For sloped applications, flanges may protrude above or below truss chords, Bending of extended flanges is permitted. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plt) Vert: 1-5=-70, 6-10=-20 Concentrated Loads (Ib) Vert: 3=-297(F) 4=-305(F) 2=-297(F) A, WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIL-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicuted is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, 085-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandria, VA 22314, May 15,2019 MiTek, MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 gnrnesille CA 95561 Job Truss Truss Type Oty Ply TUKWILA VILLAGE BUILDING A ROOF R58119857 1804941A T09 Monopitch 3 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA- 98248, -6-0-0 6-0-0 6 8.240 s Dec 6 2018 MITek Ind us nes, Inc. Tue May 14 1626:33 2019 Page 1 ID:c9?gnyBRMh05wImyCAiB5FzZN9F-WX5bNEIZTh3CdW kcwxg9sdLkhfSd?798BxNglgzGXHq 3-9-0 3-9-0 0.25 112 3x4 11 -6-0-0 5 1.5x4 II 3x4 = 9-9-0 { Scale = 1:19.1 LOADING (psf) TCLL 25.0 (Root Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.86 BC 0.09 WB 0.04 Matrix-SH DEFL, in (loc) 1/deft Ltd Vert(LL) -0.25 5 >460 360 Vert(CT) -0.37 5 >314 240 Horz(CT) 0.13 4 n/a n/a Wind(LL) 0.12 5 >929 240 PLATES GRIP MT20 220/195 Weight: 33 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=346/Mechanical, 4=391/Mechanical Max Horz 1=35(LC 11) Max Uplift 1=-85(LC 14), 4=-66(LC 10) Max Gray 1=367(LC 21), 4=411(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-325/70 BOT CHORD 4-5=-52/251 NOTES. 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25fY Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-5-11-4 to-2-4-1, Interior(1) -2-4-1 to 3-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 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 85 Ib uplift at joint 1 and 66 Ib uplift at joint 4. �0. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/0312015 BEFORE USE, Design valid for use only with MiTek8i connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP1I Quality Criteria, DS13-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA95581 Job Truss Truss Type Qty Ply TUKWtLA VILLAGE BUILDING A ROOF R58119858 1804941A T15 Monopitch Girder 1 1 Job Reference (optional) Louws Truss, Inc, 1 Ferndale, WA - 98248, 5-1-2 5-1-2 6.240 s Dec 6 2018 MITek InO us nes, Inc. Tue May 14 16:26:.19 ZD19 Page 1 ID:c9?gnyBRMh05wImyCAiB5FzZN9F-KhSsdHpk2XpMLRBmHBxZ6ubrj416Phy0Zsg9zUzGXHk 9-10-12 14-8-6 19-9-8 4-9-1D 4-9-10 5-1-2 5x6 = 3x10 3x8 = 3 10 4x4 1I 12 JL24 2 9 ex15 = 5-1-2 ( 9-10-12 5-1-2 4-9-10 4-9-10 Plate Offsets (X,Y)-- [2:0-3-0,0-3-0,[8:0-4-0,0-4.8],[9:0-5-12,0-3-4] 6 13 7x8 = JL24 0.25 12 1.5x4 II 4 7 8e12 = Scale = 1:32.8 5x6 = 11 6 3x4 LOADING (psi) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1,15 Rep Stress Incr NO Code IBC2015(TPI2014 CS!. TC 0.57 BC 0.92 WB 0.59 Matrix-SH 14-8-6 1 DEFL. in (loc) I/deft LJd Vert(LL) -0.22 7-8 >999 360 Vert(CT) -0.37 7-8 >622 240 Horz(CT) 0.04 6 n/a n/a Wind(LL) 0.12 7-8 >999 240 19-9-8 5-1-2 PLATES GRIP MT20 220/195 Weight: 104 Ib FT = 0 % LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 DF No.2 *Except* 6-11: 2x6 OF No.2 REACTIONS, (Ib/size) 10=1146/Mechanical, 6=1073/0-5-8 Max Horz 10=69(LC 7) Max Uplift 10=-167(LC 6), 6=-136(LC 10) Max Grav 10=1220(LC 16), 6=1147(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-10=-1030/155, 1-2=-3198/420, 2-3=-3198/423, 3-4=-2826/386, 4-5=-2826/388, 5-6=-1057/151 BOT CHORD 8-9=-544/4273, 7-8=-544/4273 WEBS 1-9=-403/3079, 2-9=-378/101, 3-9=-1130/168, 3-8=-22/419, 3-7=-1519/212, 4.7=-380/99, 5-7=-351/2838 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL-4.epsf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25,0 psf (flat roof snow); Category II; Exp B; Partially Exp.: Ct=1,10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 10=167, 6=136, 11) Use USP JL24 (With 4.10d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent spaced at 8-4-9 oc max. starting al 2-5-4 from the left end to 10-9-12 to connect truss(es) to back face of bottom chord, 12) Fill all nail holes where hanger is in contact with lumber. 13) In the LOAD CASE(S) section. loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI7.7473 fev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSIRP11 Quality Criteria, DSB-89 and BCSI Building Component Safety information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville- CA 99561 Job 1804941A Truss T15 Truss Type Monopitch Girder Qty Ply 1 TUKWILA VILLAGE BUILDING A ROOF R58119858 Louws Truss, Inc, Ferndale, WA - 98248, LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-70, 6-10=-20 Concentrated Loads (Ib) Vert: 12=-138(B) 13=-333(B) Job Reference o tional 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:39 2019 Page 2 ID:c97gnyBRMh05w1myCAR35FzZN9F-KliSsdHpk2XpMLRBmHB),Z6ubrj416Phy0Zsq9zUzGXHk A, WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED frItTEK REFERENCE PAGE MI14477 rev, 10/03,2015 BEFORE USE. Design valid for use only with MITeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing is always required for stability and to prevent collapse with possihle personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Qualify Criteria, DSB-Sg and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA. Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type }City Ply TUKWILA VILLAGE BUILDING A ROOF R58119859 1804941A T16 Monopilch Girder 2 1 Job Reference (optional) Louws Truss, Inc, 3x8 = 1 10 4x4 II Ferndale, WA - 98248, 5-1-2 5-1-2 5-1-2 5x12 = .240 s Dec 6 2018 MITek Industries, Inc. Tue May 14 16:26:40 2019 Page I D:c9?g nyBRMh05wl myCAiB5FzZN9F-ot0ErdgMpryDybmyrvSof670mUkA88iAoWZiVwzGXHj 9-10-12 14-8-6 19-9-8 4-5.10 4-9-10 5-1-2 9-10-12 7x8 = 0.25 12 12 7 13 JL24 14-8-6 5x12 = JL24 19-9-8 Scale = 1:32.8 5x8 = 6 3x4 II 5-1-2 4-9-10 4-9-10 5-1-2 Plate Offsets (X,Y)-- [2:0-3-0,0-3-0], [8:0-4-0,0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSL TC 0.55 BC 0.48 WO 0.62 Matrix-SH DEFL, in (loc) I/deft L/d Vert(LL) -0.22 7-8 >999 360 Vert(CT) -0.37 7-8 >634 240 Horz(CT) 0.03 6 n/a n/a Wind(LL) 0.11 7-8 >999 240 PLATES GRIP MT20 220/195 Weight: 104 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins, BOT CHORD 2x6 DF 2400F 2.0E except end verticals. WEBS 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-11: 2x6 DF No.2 REACTIONS. (Ib/size) 10=1058/Mechanical, 6=1240/0-5-8 Max Horz 10=69(LC 7) Max Uplift 10=-135(LC 6), 6=-174(LC 10) Max Grav 10=1132(LC 16), 6=1314(LC 16) FORCES, (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-10=-999/143, 1-2=-3074/372, 2-3=-3074/375, 3-4=-3241/477, 4-5=-3241/480, 5-6=-1184/179 BOT CHORD 8-9=-551/4433, 7-8=-551/4433 WEBS 1-9=-362/2971, 2-9=-378/100, 3-9=-1427/225, 3-8=-9/411, 3-7=-1252/124, 4.7=-370/102, 5-7=-440/3241 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 pending. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. 11 is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live Toads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 10=135, 6=174. 11) Use USP JL24 (With 4-10d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent spaced at 3-7-8 oc max, starting at 11-9-4 from the left end to 15-4-12 to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M(TEK REFERENCE PAGE Mtt-7473 rev. 10/03/2005 BEFORE USE. Design valid for use only with MiTek®9 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TM! Quality Criteria, DS8.89 and BCSt Building Component Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 9556 Job Truss Truss Type Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119859 1$44941A T16 Monopitch Girder 2 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-70, 6-10=-20 Concentrated Loads (lb) Vert: 12=-355(B) 13=-195(B) 8,240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:40 2019 Page 2 I D:c9?gnyBRMh05wImyCAiB5F zZN9F-ot0ErdgMpryDybm yrvSof670mUkA88jAo W Zi VwzGXHj WARNING - Verity design parameters and READ NOTES ON MS AND INCLUDED MtTEK REFERENCE PAGE Mtt-74T3 rev. 10103f2015 BEFORE USE. design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andtor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property darner*. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPlt Quality Criteria, DSB-89 and BCSF Building Component Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek* MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 • Job 1804941A Truss T13 Louws Truss, Inc, Fe dale, WA - 98248, Truss Type FLAT GIRDER 1,5x4 II 3x4 4 5 JL24 y ly TUKWILA VILLAGE J1L0ING A ROOF Job Re(erencelvtioral) R58119860 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:37 2019 Page ID;c9?gnyE3RMh05w1myCAiB5FaN9F-01K6CboUXw2e57209mv51TVc1Gmexwej6n2ubzGXHm 2-9-0 2-9-0 2-9-0 4 x4 2130 I 2-9-0 Scale = 1:12,3 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 10.0 SPACING. 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI, TC 0.11 BC 0.28 WB 0.00 Matrix-P DEFL. in (loc) I/deft Lid Vert(LL) -0.00 3-4 >999 360 Vert(CT) -0.01 3-4 >999 240 Horz(CT) -0.00 3 n/a n/a Wind(LL) 0.00 3-4 >999 240 PLATES GRIP MT20 2201195 Weight: 16 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-0 oc purlins, BOT CHORD 2x6 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=353/Mechanical, 3=250/Mechanical Max Horz 4=-39(LC 6) Max Uplift 4=-62(LC 6), 3=-46(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCOL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp S; 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions, It is the responsibility of the fabricator to increase plate sizes to account for these factors, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be OF No.2 crushing capacity of 625 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 lb uplift al joint(s) 4, 3. 11) Use USP JL24 (With 4-10d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 1-0-8 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) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 3-4=-20 Concentrated Loads (Ib) Vert: 5=-382(F) WARNING , Verify design parameters and READ. NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTeND connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required fat stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, OSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314, MiTek' MiTek USA. Inc. 400 Sunrise Avenue, Suite 270 Roseville CASS6CI Job 1804941A Truss T14 Truss Type FLAT GIRDER 1Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119861 Louws Truss, Inc, Ferndale, WA - 98248, Job Reference (optioral) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:38 2019 Page 1 ID:c9?gnyBRMh05wImyCAiB5FzZN9F-sUuUQxp6IDhVjHcajUQKZh2n2g98gNVIKC4bQ2zGXHI 2-9-0 3x4 = 1.5x4 114 JL24 2-9-0 2-9-0 21.5x4 II 444 '_ 2-9-0 Scale = 1:11.4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TPI2014 CST. TC 0.11 BC 0.07 WB 0.00 Matrix-P DEFL, in (loc) 1/defl Lid Vert(LL) -0.00 4 >999 360 Vert(CT) -0.00 3-4 >999 240 Horz(CT) -0.00 3 n/a n/a Wind(LL) 0.00 4 >999 240 PLATES GRIP MT20 220/195 Weight: 15 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-0 oc purlins, BOT CHORD 2x6 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=158/Mechanical, 3=138/Mechanical Max Horz 4=-34(LC 6) Max Uplift 4=-33(LC 6), 3=-28(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; 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) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to Truss connections, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. 11) Use USP JL24 (With 4.10d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 1-0-8 from the left end to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1.2=-70, 3-4=-20 Concentrated Loads (Ib) Vert: 5=-75(6) A, WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev. 1017312015 BEFORE USE. Design valid for use only with MiTek17 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPN Duality Criteria, DS8.89 and BCSt Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314_ May 15,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type IQty Ply TUKWIiA VILLAGE BUILDING A ROOF R58119862 1804941A T11 Monopitch 1 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, .240 s Dec 6 2016 MITek Ind us nes, Inc. Tue May 14 1626 :: I D:c9?gnyBRMh05wlmyCAiB5FzZN9F-SvDLowmD?I3wspu?2Msdy2QGVT8uT16QeFsxgjzGXHo 2-4-8 3x4 = 1.5x4 114 2-4-8 0.25 12 2-4-8 1.5x4 II 2 3x4 = 2-4-8 Scale = 1:11.4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IBC2015/TP12014 CSt. TC 0.07 BC 0.04 WB 0.01 Matrix-P DEFL. in (loc) I/defl L/d Vert(LL) -0.00 4 >999 360 Vert(CT) -0.00 3-4 >999 240 Horz(CT) 0.00 3 n/a n/a Wind(LL) 0.00 4 "" 240 PLATES GRIP MT20 220/195 Weight: 12 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc puffins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=94/Mechanical, 3=94/Mechanical Max Horz 4=36(LC 11) Max Uplift 4=-21(LC 10), 3=-10(LC 11) FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when showr,. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) As requested, plates have riot been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. A, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 107011015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSUTPI7 Quality Criteria, 0S8-89 and BCS! Building Component Safety Information available from Truss Plate Institute, 218 N. Lee SIneei, Suite 312, Atexendria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119863 1804941A T12 Monopilch 1 1 Job Reference (optional) ouws Truss, Inc, Ferndale, WA-98248, 4-5-8 8.240 s Dec 6 2018 MiTek Industnes, Inc. Tue May 14 16:26:36 2019 Page ID:c9?gnyBRMh05wImyCAiB5Fz2:N9F-w6nj?GnrmcRnUzTBc30sUGzPcsSfCSWatubVM9zGXHn 8-11-0 4-5-8 1 3x4 = 4-5-8 0.25 12 1.5x4 II 2 9 3x6 = A 6 3x8 = 4-5-8 8-11-0 4 2x4 II 4-5-8 4-5-8 7Scale = 1:16.9 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.01 5 >999 360 Lumber DOL 1.15 BC 0.13 Vert(CT) -0.02 5-6 >999 240 Rep Stress Incr YES WB 0.12 Horz(CT) -0.00 4 n/a n/a Code IBC2015/TPI2014 Matrix-P Wind(LL) 0.01 5 >999 240 PLATES GRIP MT20 220/195 Weight: 44 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 *Except* 4-7: 2x6 DF No.2 REACTIONS. (Ib/size) 6=384/Mechanical, 4=384/0.5-8 Max Horz 6=71(LC 11) Max Uplift 6=-51(LC 10), 4=-34(LC 14) Max Gray 6=401(LC 20), 4=401(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. • All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-364/94, 1-2=-605/101, 2-3=-606/104, 3-4=-365/98 WEBS 1-5=-1191642, 2-5=-351/108, 3-5=-98/592 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=l lomph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3.8-15, Interior(1) 3-8-15 to 8-8-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1,60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be OF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR-7473 rev. 1010312MS BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI1TP1i Quality Criteria, OS8.80 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Rosexllle-CA25.551 Job 1804941A Louws Truss, Inc, Truss T17 Truss Type Monopitch Ferndale, WA 98248, Clty 3 Ply 1 TUKWILA VILLAGE BUILDING A ROOF Job Reference (gptional) R58119864 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:41 2019 Page 1 ID:c97gnyBRMh05wIrnyCAiB5FzZN9F-Fi3ac2zr_a844akL9Ocz1BJgEgtAgtk7JOAJO1NzGXHi 5-3-4 1.5,0 II 3-6-8 3-6-8 5-3-4 5-3-4 0-2-12 1-6-0 Scale a 1:17.1 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TRI2014 CSt. TC 0.35 BC 0.08 WB 0.04 Matrix-P DEFL. in (loc) 1/defl L/d Vert(LL) -0.00 4-5 >999 360 Vert(CT) -0.01 4-5 >999 240 Horz(CT) -0.00 4 n/a n/a Wind(LL) -0.00 5 >999 240 PLATES GRIP MT20 220/195 Weight: 28 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-4 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 *Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-6: 2x6 DF No.2 REACTIONS. (Ib/size) 5=123/Mechanical, 4=318/0-5-8 Max Horz 5=71(LC 11) Max Uplift 5=-39(LC 10), 4=-44(LC 11) Max Grav 5=126(LC 20), 4=324(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when shown. WEBS 2-4=-281/165 NOTES. 1) Wind: ASCE 7.10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25f1; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 5-0-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Rf=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) As requested, plates have not been designed to provide for placement tolerances or (ough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 4. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mit-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek0) connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, he building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. gracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TP11 Duality Criteria, DS13-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, May 15,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply TUKWILA VILLAGE13UILDING A ROOF R58119865 1804941A T18 Monopitch 7 1 Job Reference (optional) _ __ ._ ..._ . . • .. . - .. ............. .- —.... - . Louvvs Truss, Inc, 1.5x4 Femdale, WA - 98248, 4-7-12 240 s Oec 02010 MI 1 OK In6u50)es, IflC. 1 ue M0y ID:c9?gnyBRMh05w1myCA185FaN9F-IGVGJscLSCxf;uwLyKUGkXDRAHWDcAlSFq2pZpzGXHh 9-3-8 4-7-12 3x4 = 4-7-12 0.25 112 1.5x4 11 2 3x6 6 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 4-7-12 4-7-12 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IBC2015ITRI2014 5 3x8 = 9-3-8 4-7-12 4 2)44 ll Stale = 1:17,3 0 CSI. DEFL. in (loc) I/deft LJd TC 0.23 Vert(LL) -0.01 5 >999 360 BC 0.12 Vert(CT) -0.02 >999 240 VVB 0.12 Horz(CT) 0.00 4 n/a n/a Matrix-SH Wind(LL) 0.01 5 >999 240 PLATES GRIP MT20 220/195 Weight: 45 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 *Except BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-7: 2x6 DF No.2 REACTIONS. (Ib/size) 6=401/Mechanical, 4=401/0-5-8 Max Harz 6=71(LC 13) Max Uplift 6=-52(LC 10), 4=-36(LC 14) Max Gray 6=419(LC 20), 4=419(LC 20) FORCES. (Ib) - Max, Comp./Max. Ten, - Al! forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-373/95, 1-2=-639/100, 2-3=-640/103, 3-4=-374/99 WEBS 1-5=-106/623, 2-5=-364/104, 3-5=-113/632 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 9-0-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10,0 psi bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi, 9) Refer lo girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at (oint(s) 6, 4, WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. /0/03/20/5 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate Ihls design into the overall building design. Bracing indicated is to prevent buckling ol individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent colinese wllh oossIble personal injury and property damage. For general guiaance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI Quality Criteria, DS8.89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek* MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 'Job 1804941A Truss GE04 Truss Type Monopitch Supported Gable Ply TUKWILA VILLAGE E3USLDING A ROOF R58119866 ws Truss, Inc, Ferndale, WA - 98248, 1 3x4 = Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:06 2019 Page 1 ID:c9?gnyBRMh05wImyCAiE5FzZN9F-oKzOi?Q1 qOf 1tMAQrmrgGxjlenEWBsg9zEKvJuzGXIF 5-9-0 5-9-0 0.25 N2 2 .5x4 II 1.5x4 II 3 12 f .5x4 II 3x6 = 4 10 9 8 7 3x6 II 6x6 = 1.5x4 {I 6x6 ">< 5-9-0 6 3x6 II 5-9-0 11 Scale: 3l4"=1" LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSt, TC 0.14 BC 0.08 WB 0.20 Matrix-P DEFL. in (loc) I/deft Ltd PLATES GRIP Vert(LL) n/a - n/a 999 MT20 220/195 Vert(CT) n/a - n/a 999 Horz(CT) -0.00 9 n/a n/a Weight: 33 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purtins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 "Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-11: 2x6 DF No.2 OTHERS 2x4 DF No.2 REACTIONS. All bearings 5-9-0. (Ib) - Max Harz 10=71(LC 40) Max Uplift All uplift 100 Ib or less at joint(s) 8 except 10=-865(LC 38), 6=-954(LC 41), 7=-977(LC 38), 9=-838(LC 41) Max Gray All reactions 250 Ib or less at joint(s) 8 except 10=883(LC 45), 6=960(LC 42), 7=1012(LC 45), 9=879(LC 58) FORCES, (Ib) - Max, Comp,/Max, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-10=-886/871, 1-2=-777/751, 2.3=-415/392, 3-4=-332/312, 4-5=-591/588, 5-6=-952/1025 BOT CHORD 9-10=-527/458, 8-9o-427/404, 7.8=-347/324, 6-7=-274/285 WEBS 1-9=-1168/1232, 5-7=-1140/1099 NOTES- 1) Wind: ASCE 7-10; Vul1=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) 0-1-12 to 3-8-15, Exterior(2) 3-8-15 to 5-6-4 zone; cantilever loft and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) 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) Provide adequate drainage to prevent water ponding. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors, 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc, 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8 except (jt=lb) 10=865, 6=954, 7=977, 9=838. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1,33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 5-9-0 for 250.0 p11. V, .1"f7VA .VIM. ,R wry ARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MtTEK REFERENCE PAGE MII.74T3 rev, 10/0312015 BEFORE USE. valid for use only with MiTek® connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPit Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 MITek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job 1804941A Trus T19 Truss Type Monopitch y Ply 1 TUKWILA VILLAGE BUILDING A ROOF R58119867 Louws Truss, Inc, Ferndale, WA - 98248, -3-3-8 3-3-8 2 4x6 = 5 1.5x4 II Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:43 2019 Page 1 ID:c9?gnyBRMh05wImyCAiB5FzZN9F-DSiNTftE6mKnp2VXW10VGkIW 1hoOLevcUUoM6FzGXHg 6-3.12 0.25 12 6 6-3-12 Scale = 1:18.0 6-3-12 1.5x4 II 3 4 3x8 = LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 6-3-12 CST, TC 0.61 BC 0.38 WB 0.02 Matrix-P DEFL. in (loc) I/defl Lid Vert(LL) -0.07 4-5 >999 360 Vert(CT) -0.14 4-5 >524 240 Horz(CT) -0.00 4 n/a n/a Wind(LL) 0.00 5 "" 240 PLATES GRIP MT20 220/195 Weight: 39 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS, (lb/size) 5=580/Mechanical, 4=202/Mechanical Max Horz 5=35(LC 11) Max Uplift 5=-157(LC 10), 4=-12(LC 14) Max Gray 5=651(LC 20), 4=211(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 2-5=-590/186 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25f1; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -3-3-8 to 0-1-12, Interior(1) 0.1-12 to 6-2-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live Toads. 5) Provide adequate drainage to prevent water ponding. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live Toads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be OF No.2 crushing capacity of 625 psi, 10) Refer to girder(s) for truss to truss connections, 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at)oint(s) 4 except (jt=Ib) 5 157, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-74T3 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design 15 based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, OS8-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lae Street, Suite 312, Alexandria, VA 22314. May 15,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville- CA 95561 Job Truss Truss Type Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119868 1804941A T20 Monopilch Job Reference (optional) Louws Truss, Inc, LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 10.0 Ferndale, WA - 98248, -3-0-0 3-0-0 4x6 = 2 6 5 1,5x4 II SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015TTP12014 0.25 ;IT2 8.240 s IJec 52018 MI 1 eK n us nes, Inc. 1 ue MY 14 lb:2x:44 10:c9?gnyBRMh05w1myCAi13.5FaN9F-heGlo?tt13SeRC4k4IXkpyljS5704581j8YweizGXHf 6-7-4 6-7-4 Ers7-4 1,5x4 II 3 4 3x8 = 6-7-4 CSI. DEFL. in (loc) I/defl L/d TC 0.50 Vert(LL) -0.08 4-5 >909 360 BC 0.42 Vert(CT) -0.17 4-5 >455 240 WB 0.02 Horz(CT) -0.00 4 n/a n/a Matrix-P Wind(LL) 0.00 5 "'" 240 Scale 1:17.9 PLATES GRIP MT20 220/195 Weight: 40 lb FT = 0% LUMBER - TOP CHORD 2x6 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (lb/size) 5=559/0-5-8, 4=229/Mechanical Max Horz 5=35(LC 11) Max Uplift 5=-144(LC 10), 4=-17(LC 14) Max Grav 5=598(LC 20), 4=239(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-535/180 BRAC(NG- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -3-0-0 to 0.7-3, Interior(1) 0-7-3 to 6-5-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psi (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 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 requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=Ib) 5=144. A, WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED WEE REFERENCE PAGE 7411-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors, This design is based only upon parameters shown, and is for an individual bu.lding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. erasing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSE1P11 Quality Criteria, DSB-89 and 8CS1 Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 MiTek, AillTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 9566 Job Truss Truss Type Oty Ply TUKWILA VILLAGE BUILDING A ROOF R58119869 1804941A T21 Monopitch 1 1 Job Reference (optional) ouws Truss, Inc, 1.5x4 I I Ferndale, WA - 98248, 240 s Dec 6 2018 Mi I ek lndustnes, Inc. 1 ue May 14 16:zb:45 auto rage I D:c9?gnyBRMh05wlrnyCAiB5FzZN9F-9rp7uLuVeNaV3MfwdS2zM9rx2VXpp WSvx0HTA8zGXHe 4-5-8 8-11-0 4-5-8 4-5-8 0.25 12 1.5x4 II 5 3x8 = 4-5-8 8-11-0 3x4 = 4 1.5x4 II 4-5-8 4-5-8 Scale = 1:16,4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. DEFL, in (loc) l/defl Ltd TC 0.26 Vert(LL) -0.02 5 >999 360 BC 0.13 Vert(CT) -0.03 5-6 >999 240 WB 0.14 Horz(CT) -0.00 4 n/a n/a Matrix-P Wind(LL) 0.01 5 >999 240 PLATES GRIP MT20 220/195 Weight: 41 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 SOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 6=388/Mechanical, 4=388/Mechanical Max Harz 6=42(LC 13) Max Uplift 6=-44(LC 10), 4=-39(LC 14) Max Gray 6=405(LC 20), 4=405(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-368/85, 1-2=-696/91, 2-3=-698/94, 3-4=-368/87 WEBS 1-5=-106/730, 2-5=-388/113, 3-5=-111/740 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL--4.8psf; h=25f1; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0.1-12 to 3-8-15, Interior(1) 3.8-15 to 8-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp 6; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M0.7473 rev. 70/0312015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems,. see ANSI/TPI1 Quality Criteria, DSB-80 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 'Tek` MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roaeville. CA 95601 Job 1804941A Truss T22 Truss Type Monopilch Ply ITUKWLAVLLAE BUILDING A ROOF R58119870 Louws Truss, Inc Ferndale, WA - 98248, -3-3-8 3-3-8 0.25 r12 4x6 = 5-3-15 5-3-15 5x8 = 3 Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:46 2019 Page 1 ID:c9?gnyBRMh05wIrnyCAiB5Fz2N9F•ci 1NV5gv7RhiltithliVE669ZCuNN1GupYYwU2AS1 1 iazGXHd 10-4-5 15-8-4 5-0-7 8-3.15 Scale =1:31:5 1.5x4 II 4x4 = 4 10 5 1.5x4 I I 3-15 7 6 3x6 = 5x8 -= 10-4-5 15-8-4 1.5x4 II 5-3-15 5-0-7 5-3-15 Plate Offsets (X,Y)-- 3:0-2-8,Ed LOADING (psf) TOLL 25.0 (Root Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 10,0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.61 BC 0.42 WB 0.35 Matrix-SH DEFL, in (loc) I/defl LJd Vert(LL) -0.09 7-8 >999 360 Vert(CT) -0.16 7-8 >999 240 Horz(CT) 0.01 6 n/a n/a Wind(LL) 0.05 7-8 >999 240 PLATES GRIP MT20 220/195 Weight: 80 Ib Fr = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 'Except* TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins, 1-3: 2x6 DF No.2 except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied ot 6-0-0 oc bracing. WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 9=960/Mechanical, 6=666/Mechanical Max Horz 9=43(LC 11) Max Uplift 9=-184(LC 10), 6=-68(LC 14) Max Grav 9=1046(LC 21), 6=721(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 2-9=-989/206, 2-3=-1783/155, 3-4=-1757/170, 4-5..1756/174, 5-6=-663/89 BOT CHORD 7-8=-132/1741 WEBS 2-8=-178/1816, 3-8=-314/93, 4-70-423/109, 5-7=-163/1747 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCOL=4.2psf; BCDL=4.8psf; h=251t; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -3-3-8 to 0-1-12, Interior(1) 0.1-12 to 15-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (fla( 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 desianed for greater of min roof live load of 20.0 est or 2.00 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 requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=Ib) 9=184. vutrii WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev 10103/2015 BEFORE USE Design valid far use only with MiTek0 connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSPTP11 Quality Criteria, DS13-89 and SCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. May 15,2019 MiTek' MiTak USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job 1804941A !Truss ;T23 Truss Type Monopitch IQty Ply TUKWILA VILLAGE BUILDING A ROOF R58119871 Louws Truss, Inc, Ferndale, WA - 98248, 1354 = 10 3-5-0 8-6-1 3-5-0 3x8 = 2 11 9 3-5-0 3-5-0 0-1-12 Plate Offsets (X,Y)-- (2:0-3-8,0-1-8] LOADING (psf) TCLL 25.0 (Root Snow=25.0) TCDL 10.0 BCLL 0.0 • BCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress 'nor YES Code IBC2015TTP12014 5-1-1 8-6-1 4-11-5 Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:47 2019 Page 1 ID:c9?gnyBRMh05w1myCAiB5FzZN9F-5DxuJOwIAADIgpJlt4RRawD0187HMeBP6maFOzGXHc 13-7-3 18-11-12 5-1-1 5-4-9 0,25 112 1.50 11 CS(. TC 0.48 BC 0.39 WB 0.42 Matrix-SH 3x4 4 12 Scale: 316781' 4x4 = 5 7 6 4x4 = 1,50 11 13-7-3 5-1-1 DEFL. in (loc) 1/defl Ltd Vert(LL) -0.09 7-8 >999 360 Vert(CT) -0.16 7-8 >999 240 Horz(CT) 0.01 6 n/a n/a Wind(LL) 0.04 7-8 >999 240 18-11-12 5-4-9 PLATES GRIP MT20 220/195 Weight: 83 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 3-6-12 except (1t=length) 6=Mechanical. (Ib)- Max Horz 10=42(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) 6 except 10=-257(LC 20), 9=-139(LC 14) Max Grav All reactions 250 Ib or less at joint(s) 10 except 6=663(LC 20), 9=1415(LC 20), 9=1307(LC 1) FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when showri. TOP CHORD 1-10=-13/255, 1-2=-83/836, 2-3=-1284/131, 3-4=-1284/134, 4-5=-15621165, 5-6=-606/87 BOT CHORD 8-9=-832/95, 7-8=-144/1557 WEBS 1-9=-867/81, 2-9=-976/151, 2-8=-216/2177, 3-8=-371/96, 4-8=-289/29, 4-7=-348/99, 5-7=-153/1541 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph: TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 18-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 pending, 5) As requested, plates have not been designed to provide for placement tolerances or sough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wit1 any other live loads. 7) • This truss has been designed tor a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be OF No.2 crushing capacity of 625 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 lb uplift at joint(s) 6 except (.11.1b) 10=257, 9=139, May 15,2019 A, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE mit-7473 rev. 10103/2915 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRP11 Quality Criteria, DSB-89 and BCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek Mack USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 9566,1 Job —"Truss Truss Type Oly Ply TUKWIt_A VILLAGE BUILDING A ROOF R58119872 1804941A T06D MONOPITCH 1 1 Job Reference -{optional) Louws Truss, Inc, -3-0-0 3-0-0 Ferndale, WA - 98248, 3-11-1 3-11-1 4x4 .1 6x16 2 19 20 3 21 7 4x12 MT18HS 7-6-10 3-7-9 11-2-3 3-7-9 1L5x4 II 4 240 s Dec 6 2018 MITek Industries, 4 16 Inc. nc. Tue May :26:2 ID:c9?gnyBRMh05wImyCAiB5FzZN9F-hNkK6BgC1rJ3vbHTagjIdM5nYEIxbGgFo?wWXBzGXHw 14-9-13 18-5-6 22-0-15 26-0-0 3-7-9 3-7.9 } 3-7-9 3-11-1 7x8 = 5 1.5x4 ) 6 22 16 15 14 13 1,5x4 II 5x8 = 1.5z4 II 7x10 M18SHS = 7-6-10 3-7-9 3-7-9 11-2-3 14-9-13 3-7-9 3-7-9 0.25 (12 4x12 = 1,5x4 II 7 8 12 11 1.50 II 18-5-6 5x12 = 22-0-15 26-0-0 3-7-9 3-11-1 Scale: 114"=1' 5x6 18 10 3x4 II Plate Off X,Y LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x6 DF No.2 BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 DF No.2 *Except` 10-18: 2x6 DF No.2 2:0-2-1,0-0-0 :0-4-0,0-4-8 13:0-5-0,0-4-81 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 REACTIONS. (Ib/size) 17=2040/0-5-8, 10=1347/0-5-8 Max Horz 17=70(LC 11) Max Gray 17=2198(LC 21), 10=1470(LC 21) CS!. TC 0.58 BC 0.56 WB 0.61 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) -0.34 13-14 >911 360 Vert(CT) -0.74 13-14 >413 240 Horz(CT) 0.09 10 n/a n/a Wind(LL) 0.16 13-14 >999 240 PLATES GRIP MT20 220/195 M18SHS 220/195 MT18HS 220/195 Weight: 162 Ib FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-17 FORCES- (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-17=-715/5, 2-3=-289/0, 3-4=-6647/0, 4-5=-6641/0, 5.6=-6867/0, 6-7=-6869/0, 7-8=-2945/0, 8-9=-2944/0, 9-10=-1363/0 BOT CHORD 16-17=0/4582, 15-16=0/4582, 14-15=0/7476, 13-14=0/7476, 12-13=0/5365, 11-12=0/5365 WEBS 3-17=-4509/0, 3-15=-51/2162, 4-15=-298/62, 5-15=-894/67, 5-13=-653/0, 6-13=-368/0, 7-13=0/1619, 7-11=-2619/0, 9-11=0/3019 NOTES- 1) Wind: ASCE 7-10; Vult=ll0mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) C-C wind load user defined. 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 20,0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) 260.0Ib AC unit load placed on the top chord, 13-3-4 from left end, supported at two points, 4-0-0 apart. 7) Provide adequate drainage to prevent water ponding. 8) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 9) All plates are MT20 plates unless otherwise indicated, 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl w;th any other live loads. 11) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 13) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 300 Ib down at 2-3-12, and 300 Ib down at 4-3-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 15) In the LOAD CASE(S) section, loads applied 10 the face of the truss are noted as front (F) or back (B), WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mtr-7473 rev. 10/03/2015 BEFORE USE. Designvalid for use only with MiTelve connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?Frt Duality Criteria, OSB-89 and BCSl8uilding Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. iTek° MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 __Lioseyille CA 95661 Job Truss Truss Type Qty )Ply TUKWILA VILLAGE BUILDING A ROOF 1804941A Louws Truss, Inc, ITO6D Ferndale, WA - 98248, MONOPfTCH Job Reference (optional) R58119872 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:27 2019 Page 2 ID:c97gnyBRMI105w1myCAiB5FzZN9F-hNkK6BgCtrJ3v6HTagildM5nYEIxbGgFo?wWXBzGXHw LOAD CASE(S) 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 2-9=-70, 10-17=-20 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 2) Dead + 0.75 Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-58, 2-9=-58, 10-17=-20 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 3) Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1,15 Uniform Loads (plf) Vert: 1-2=-65, 2-9=-65, 10-17=-20 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 4) Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-31, 2-9=-31, 10-17=-20 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 5) Dead Uninhabitable Attic Without Storage: Lumber Increase=1,25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-20, 2-9=-20, 10-17=-40 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 6) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-19=20, 9-19=16, 10-17=-10 Horz: 2-17=13, 1-2=-30, 2-19=-28, 9-19=-24, 9-10=23, 9-18=36 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 7) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (elf) Vert: 1-2=12, 2-8=16, 8-9=20, 10-17.-10 Horz: 2-17=-23, 1-2=-20, 2-8=-24, 8-9=-28, 9-10=-13, 9-18=-41 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 8) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-16, 2-9=-28, 10-17=-20 Horz: 2-17=-15, 1-2=-4, 2-9=8, 9-10=-21, 9-18=36 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 9) Dead + 0,6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (or Vert: 1-2=-24, 2-9=-28, 10-17=-20 Horz: 2-17.21, 1-2=4, 2-9=8, 9-10=15, 9-18=-23 Concentrated Loads (lb) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 10) Dead + 0.6 MWFRS Wind (Pos. Interna)) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=28, 2-9=19, 10-17=-10 Horz: 2-17=11, 1-2=-37, 2-9.-28, 9-10=15, 9-18=33 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 11) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (elf) Vert: 1-2=3, 2-9=7, 10-17=-10 Horz: 2.17=-16, 1-2=-12, 2-9=-16, 9-10.-11, 9-18=-33 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 12) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=4, 2-9=-0, 10-17=-20 Horz: 2-17=19, 1-2=-24, 2-9=-20, 9-10=7, 9-18=33 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 13) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-8, 2-9=-12, 10-17=-20 Horz: 2-17=-7, 1-2=-12, 2-9=-8, 9-10=-19, 9-18=-33 Concentrated Loads (lb) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 14) Dead + 0,6 MWFRS Wind (Pos. Interna)) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI4-74T3 rev. 10/03/2015 BEFORE USE. Design valid for use only wah kiliTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web end/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with passible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing or trusses and truss systems, see ANSIITP11 Quality Criteria, 088.89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, USA, Inc. 400 Sunrise Avenue, Suite 270 Rosa Job !Truss Truss Type Qty Ply TUKWILA VILLAGE I3UILDING A ROOF R58119872 1804941A !TO6D Louws Truss, Inc, MONOPITCH Job Reference (optionalL Ferndale, WA - 98248, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:27 2019 Page 3 ID:c9?gnyBRMh05wirnyCAiB5F22N9F-hNkK6BgCti:J3vbHTagjIdM5nYEIxbGgFo?wWXBzGXHw LOAD CASE(S) Uniform Loads (plf) Vert: 1-2=15, 2-9=19, 10-17=-10 Horz: 2-17=10, 1-2=-24, 2-9=-28, 9-10=14, 9-18=22 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 15) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3, 2-9=7, 10-17=-10 Horz: 2-17=-14, 1-2=-12, 2-9=-16, 9-10=-10, 9-18=22 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 16) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=7, 2-9=11, 10-17=-10 Horz: 2-17=5, 1-2=-15, 2-9=-19, 9-10=10, 9-18=22 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 17) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1,60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-0, 2-9=4, 10-17=-10 Horz: 2-17=-10, 1-2=-8, 2-9=-12, 9-10=-5, 9-18=22 Concentrated Loads (lb) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 18) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=4, 2-9=-0, 10-17=-20 Horz: 2-17=17, 1-2=-24, 2-9=-20, 9-10=6, 9-18=22 Concentrated Loads (lb) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 19) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-8, 2-9=-12, 10.17=-20 Horz: 2-17=-6, 1-2=-12, 2-9=-8, 9-10=-17, 9-18=22 Concentrated Loads (lb) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 20) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1,15 Uniform Loads (plf) Vert: 1-2=-120, 2 9=-20, 10-17=-20 Concentrated Loads (lb) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 21) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-80, 2-9=-80, 10-17=-20 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=,.300(F) 22=-130 22) Dead + Snow (Unbal. Right): Lumber Increase=1,15, Plate Increase=1.15 Uniform Loads (p11) Vert: 1-2=-35, 2-9=-35, 10-17=-20 Concentrated Loads (lb) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 23) Dead: Lumber Increase=0.90, Plate Increase=0.90 PII. metal=0.90 Uniform Loads (plf) Vert: 1-2=-20, 2-9=-20, 10-17=-20 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 24) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2-9=-43, 10-17=-20 Horz: 2-17=14, 1-2=-18, 2-9=15, 9-10=5, 9-18=25 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 25) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-49, 2-9=-52, 10-17=-20 Horz: 2-17=-5, 1-2=-9, 2-9=-6, 9-10=-14, 9-18=-25 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 26) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2-9=-43, 10.17=-20 Horz: 2-17=13, 1-2=-18, 2-9=-15, 9-10=4, 9-18=17 Concentrated Loads (lb) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 27) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIST473 rev. 1010312015 BEFORE USE. Design valid for use only with Weld& connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing nd,cated is to prevent buckling of individual truss web andtor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria. DSB..80 and SCSI Building Component Safety Information avaiiable from Truss Plato Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss 1804941A T06D Truss Type MONOPITCH Qty 1 TUKWILA VILLAGE BUILDING A ROOF R58119872 Louws Truss, Inc, Job Reference (optional) Ferndale, WA - 98248, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:27 2019 Page 4 ID:c9?gnyERMh05w1myCAiI35FzZN9F-hNkK6BgCtrii3vbHTagjIdIVI5nYEIxbGgFo?wWXBzGXHw LOAD CASE(S) Uniform Loads (plf) Vert: 1-2=-49, 2-9=-52, 10-17=-20 Horz: 2-17=-4, 1-2=-9, 2-9=-6, 9-10=-13, 9-18=17 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 28) Dead + Minimum Snow: Lumber Increase=1,15, Plate increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-9=-60, 10-17=-20 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 muutm2 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI14473 re,10103/2015 BEFORE USE. Design valid for use only with MiTekN connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Duality Criteria, DS8.89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Wel(' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Job Truss TO6B Qly 1 TUKWILA VILLAGE BUILDING A ROOF R58119873 1804941A Louws Truss, Inc, Ferndale, WA - 98248, -5-10-8 5-10-8 17 Truss Type Monopitch 4-6-5 8-9-3 4-6-5 4-2-13 7x8 = 5x12 2 18 3 3x8 M18SHS II 6x16 = 4x10 = 4 1.5x4 II Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:24 2019 Page 1 ID:c9?gnyBRMh05wImyCAiB5FzZN9F-Go2BU9eKbwxU27YuvYA2?kTHw1GdPrsp6lhsxszGXHz 13-0-0 17-2-13 21-5-11 26-0-0 4-2-13 4-2-13 4-2-13 4-6-5 1.5x4 II 19 5 7x10 M18SHS 8xB 20 6 1.5x4 II 0.25 I 1.5x4 II 5x12 = Scale = 1:54.4 5x8 = 16 3x4 II -5-10-8 4-6-5 8-9-3 13-0-0 17-2-13 21-5-11 } 26-0-0 5-10-8 4-6-5 4-2-13 4-2-13 4-2-13 4-2-13 4-6-5 Plate Offsets (X,Y)-- [2 0-3-8,0-2-8], [3:0-4-0,0-4-8], [6:0-3-12,Edgej, [12:0-5-0,0-4-8], (14:0-7-12,0-3-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI, TC 0.54 BC 0.53 WB 0.87 Matrix-SH DEFL. in (loc) I/dell Lid Vert(LL) -0.32 12 >961 360 Vert(CT) -0.70 12-13 >441 240 Horz(CT) 0.08 9 n/a n/a Wind(LL) 0.15 12 >999 240 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 167 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc purlins, BOT CHORD 2x6 DF 2400F 2.0E except end verticals. WEBS 2x4 DF No.2 `Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 9-16: 2x6 DI= 2400F 2.0E REACTIONS. (lb/size) 15=2216/0.5-8, 9=1324/0-5-8, 1=43/Mechanical Max Horz 15=71(LC 11) Max Uplift 1=-83(LC 10) Max Gray 15=2398(LC 21), 9=1454(LC 21), 1=59(LC 21) FORCES. (Ib) • Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-15=-2260/0, 2-3=-4567/0, 3-4=-4555/0, 4-5=-7153/0, 5-6=-7153/0, 6-7=-3357/0, 7-8=-3355/0, 8-9=-1350/0 BOT CHORD 13-14=0/6815, 12-13=0/6815, 11-12=0/5877, 10-11=0/5877 WEBS 2-14=0/4533, 3.14=-443/0,4-14=-2365/3,4-12=-122/347, 5-12=-473/0, 6-12=0/1344, 6-10=-2671/0,7.10=-289/99,8-10=0/3346 NOTES- 1) Wind: ASCE 7-10; Vul1=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4,8psf; 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) C-C wind load user defined, 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) 260.0lb AC unit load placed on the top chord, 13-3-4 from left end, supported at two points, 4-0-0 apart, 6) Provide adequate drainage to prevent water ponding, 7) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. II is the responsibility of the fabricator to increase plate sizes to account for these factors. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ` This truss has been designed for a live load of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) All bearings are assumed to be DF No.2 crushing capacity of 625 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 83 Ib uplift at joint 1. 14) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 300 Ib down at 2-3-12, and 300 Ib down at 4-3-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). (5) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE Mil-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only wile MiTck® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Belpre use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/ -PH Quality Criteria, 0Sa-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville - CA 95651 4 Truss Truss Type Monopilch Qty 2 Ply 1 TUKWILAVILLAGE BUILDING A ROOF R58119873 1804941A IT066 Louws Truss, Inc, Ferndale, WA - 98248, Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:24 2019 Page 2 ID:c9?gnyBRMh05w1myCAi85FzZN9F-Go2BU9eKbwxU27YuvYArkTHw1GdPrsp61hsxszGXHz LOAD CASE(S) 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 2-8=-70, 9-15=-20 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 2) Dead + 0.75 Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-58, 2-8=-58, 9-15=-20 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 3) Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-65, 2-8=-65, 9-15=-20 Concentrated Loads (lb) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 4) Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert 1.2=-31, 2-8=-31, 9-15=-20 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1,25 Uniform Loads (plf) Vert: 1-2=-20, 2-8=-20, 9-15=-40 Concentrated Loads (Ib) Vert 3=-300(F) 18=-300(F) 19=-130 20=-130 6) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate increase=1.60 Uniform Loads (plt) Vert: 1-17=20, 2-17=16, 2-8=16, 9-15=-10 Horz: 2-15=13, 1-17=-28, 2-17=-24, 2-8=-24, 8-9=23, 8-16=36 Concentrated Loads (Ib) Verl: 3=-300(F) 18=-300(F) 19=-130 20=-130 7) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1,60 Uniform Loads (plf) Vert: 1-2=16, 2-21=16, 8-21=20, 9-15=-10 Horz: 2-15=-23, 1-2=-24, 2-21=-24, 8-21=-28, 8-9=-13, 8-16=-41 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 8) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-28, 2-8=-28, 9-15=-20 Horz: 2-15=-15, 1-2=8, 2-8=8, 8-9=-21, 8-16=36 Concentrated Loads (lb) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 9) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-28, 2-8=-28, 9-15=-20 Horz: 2-15=21, 1-2=8, 2-8=8, 8-9=15, 8-16=-23 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 10) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=19, 2-8=19, 9-15=-10 Horz: 2-15=11, 1-2=-28, 2-8=-28, 8-9=15, 8-16=33 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 11) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=7, 2-8=7, 9-15=-10 Horz: 2-15=-15, 1-2=-16, 2-8=-16, 8-9=-11, 8-16=-33 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 12) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-0, 2-8=-0, 9-15=-20 Horz: 2-15=19, 1-2=-20, 2-8=-20, 8-9=7, 8-16=33 Concentrated Loads (lb) Vert: 3=-300(11 18=-300(F) 19=-130 20=-130 13) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-12, 2-8=-12, 9-15=-20 Horz: 2-15=-7, 1-2=-8, 2-8=-8, 8-9=-19, 8-16=-33 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 14) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 WARNING Verify design parameters and READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE Mtt-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss syslem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling or individual truss Web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricahon. storage, delivery, erechon and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB-89 and BCSi Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. riot(' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville r.A 95661 Job jTruss Truss Type Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119873 1804941A TO6B Monopitch 2 Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, 8,240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:24 2010 Pege ID:c979nyBRMh05wIrnyCAIB5FaN9F-Go2BU9eKbwxU27YuvYAMTHw1GdPrsp6111sxsz.GXHz LOAD CASE(S) Uniform Loads (plf) Vert: 1-2=19, 2-8=19, 9-15=-10 Horz: 2-15=10, 1-2=-28, 2-8=-28, 8-9=14, 8-16=22 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 15) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=7, 2-8=7, 9-15=-10 Horz: 2-15=-14, 1-2=-16, 2-8=-16, 8-9=-10, 8-16=22 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 16) Dead + 0.6 MWFRS Wind (Pos, Internal) 3rd Parallel: Lumber Increase=1,60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=11, 2-8=11, 9-15=-10 Horz: 2-15=5, 1-2=-19, 2-8=-19, 8-9=10, 8-16=22 Concentrated Loads (lb) Vert: 3=-300(F) 18=-300(F) 19.-130 20=-130 17) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1,60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=4, 2-8=4, 9-15=-10 Horz: 2-15=-10, 1-2=-12, 2-8=-12, 8-9=-5, 8-16=22 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 18) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-0. 2-8=-0, 9-15=-20 Horz: 2-15=17, 1-2=-20, 2-8=-20, 8-9=6, 8-16=22 Concentrated Loads (lb) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 19) Dead + 0.6 MWFRS VVind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-12, 2-8=-12, 9-15=-20 Horz: 2-15=-6, 1-2=-8, 2-8=-8, 8-9=-17, 8-16=22 Concentrated Loads (lb) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 20) Dead + Snow on Overhangs: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-2=-20, 2-8=-20, 9-15=-20 Concentrated Loads (lb) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 21) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-80, 2-8=-80, 9-15=-20 Concentrated Loads (lb) Vert: 3.-300(F) 18=-300(F) 19=-130 20=-130 22) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-35, 2-8=-35, 9-15.-20 Concentrated Loads (lb) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 23) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-2=-20, 2-8=-20, 9-15=-20 Concentrated Loads (lb) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 24) Dead + 0.75 Snow (bal.) + 0,75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1,60 Uniform Loads (plf) Vert: 1-2=-43, 2-8=-43, 9-15=-20 Herz: 2-15=14, 1 2=-15, 2-8=-15, 8-9=5, 8-16=25 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 25) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-52, 2-8=-52, 9-15=-20 Hors: 2-15=-5, 1-2=-6, 2-8=-6, 8-9=-14, 8-16=-25 Concentrated Loads (lb) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 26) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-43, 2-8=-43, 9-15=-20 Horz: 2-15=13, 1-2=-15, 2-8=-15, 8-9=4, 8-16=17 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 27) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate increase=1.60 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MO-7473 rev. 10/03/2015 BEFORE USE. 'Design valid for use only with MiTek® connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability or design parameters and properly incorporate this design into the overall building design, gracing indicated is to prevent buckling ot individual truss web andidr chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing OICusses and truss systems, see ANSIITPI1 Quality Criteria, DS8.119 and SCSI Building Component Safely Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. pai MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Piy TUKWILA VILLAGE BUILDING A ROOF R58119873 1804941A ouws Truss, Inc, TO6B Monopitch 2 1 Job Reference (optiooal) Ferndale, WA - 98248, 8.240 s Dec 6 2018 MiTek Industnies, Inc. Tue May 14 1626:24 2019 Page 4 ID:c97gnyBRMh05w1myCAi85FzZN9F-Go2f3U9eKbwxU27YuyYA2?kTHw1GdPrsp61hsxszGXHz LOAD CASE(S) Uniform Loads (plf) Vert: 1-2=-52, 2-8=-52, 9-15=-20 Horz: 2-15=-4, 1-2=-6, 2-8=-6, 8-9=-13, 8-16=17 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 28) Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-8=-60, 9-15=-20 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03/1015 BEFORE USE. Design valid for use only with MiTekiS) connector,s, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building deSIgner must verity the applicability of design parameters and properly incorporate this design into the overall buiiCing dusign. Bracing indicated is to prevent buckling of indiv dual truss webiand/or chord members only. Additional temporary and permanent bracing is always required for Stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITRI1 Duality Criteria, 05649 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. iTe MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job 1804941A Louws Truss, Inc, -3-0-0 3-0-0 Truss TO6C Femdale, WA - 98248, 400 Truss Ty Monopitch Oty 3 Ply TUKWILA VILLAGE BUILDING A ROOF Job Reference (optional) R58119874 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:25 2019 Page 1 ID:c9?gnyBRMh05wImyCAiB5FzZN9F-I_cZhVfyLE3LfH74SFhHYx0TFRd_8HRyLhRPTIzGXHy 5-4-8 ( 10-5-8 15-6-8 I 20-7-8 I 26-0-0 5-4-8 5-1-0 5-1-0 5-1-0 5-4-8 1,5x4 II 5-4-8 10-5-8 5-4-8 5-1-0 8x12 -_ 15-6-8 5-1-0 1.5x4 II 0.25 112 5x12 = G 6 17 1.5x4 II 20-7-8 26-0-0 5-1-0 5-4-8 Scale = 1:47.5 4x6 = 14 5xB = Plate Offsets (X,Y)--[2:0-3-7,0-2-0],[4:0-6-0,0-4-8],[10:0-5-0,0-4.81,j12:0-7-4,0-3-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015(TP12014 CSI- TC 0.50 BC 0.46 WB 0.91 Matrix-SH DEFL. in (loc) Vert(LL)-0.3910-11 Vert(CT) -0.74 10-11 Horz(CT) 0.08 8 Wind(LL) 0.18 10-11 I/defl >794 >418 n/a >999 L/d 360 240 n/a 240 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 160 Ib FT = 0% LUMBER - TOP CHORD BOT CHORD WEBS 2x6 DF No.2 2x6 DF 2400F 2.0E 2x4 DF No.2 *Except" 8-14; 2x6 DF No.2 REACTIONS. (Ib/size) 13=1469/0-5-8, 8=1317/0-5-8 Max Horz 13=70(LC 13) Max Uplift 13=-139(LC 10) Max Gray 13=1628(LC 21), 8=1441(LC 21) BRACING - TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 13=-1494/160, 2-3=-4182/23, 3-4=-4178/26, 4-5=-6107/0, 5-6=-6107/0 BOT CHORD 12-13=-62/277, 11-12=0/6309, 10-1100/6309, 9-10=0/3961, 8-9=0/3961 WEBS 2-12=-38/3983, 3-12=-263/90, 4-12=-2206/0, 4-10=-214/260, 5-10=-521/0, 6-10=0/2236, 6-8=-3886/0 Structural wood sheathing directly applied or 2-9-2 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. 1 Row al midpt 6-8 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cal. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -3-0-0 to 0-7.3, Interior(1) 0-'7-3 to 25-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp,; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) 260.0Ib AC unit load placed on the top chord, 17-8-15 from left end, supported at two points, 4-0-0 apart. 6) Provide adequate drainage to prevent water ponding. 7) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 Ib uplift at Joint 13. A,WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MtTEK REFERENCE PAGE MII-7473 rev. 10/0312075 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for en individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal inj,try and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems see ANSI/TPIS Quality Criteria, DS8-89 and GCS! Building Component Safety information available from Truss Plate institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville_GA 95561 5-11-4 2-9-14 8-9-3 2-9-14 11-7-1 2-9-14 1804941A [russ TO6E Job Louws Truss, Inc, Ferndale, WA - 98248, Truss Type Monopitch Qty 2 Ply 1 -3-0-0 3-1-6 3-0-0 3-1-6 5x8 = 1.5x4 II 1.5x4 11 5 TUK VILLAGE BUILDING A ROOF R58119875 Job Reference (optional) 8.240 s Dec 6 2018 MiTek lndustnes, Inc. Tue May 14 16:26:282019 Page 1 ID:c97gnyBRMh05w1myCAiB5FzZN9F-9211.1Xhqe9RwWlsf8NE_9ae?oeZuKi401f144dzGXHv 14-4-15 17-2-13 20-0-12 22-10-10 26-0-0 8x8 = 6 2-9-14 2-9-14 2-9-14 2-9-14 3-1-6 1.5x4 11 0.25 5x8 = 7 24 8 2 20 19 18 17 16 5x6 I I 6x12 = 3x6 II 5x8 = 3x6 I I 10.10 Mi8sH5 -= 3-1-6 5-11-4 8-9-3 I I I 3-1-6 2-9-14 2-9-14 Plate Offsets (X,Y)-- [2:0-3-7,0-2-81, [6:0-3-8,Edgel, [16:0-5-0,0-6-01 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL. 10.0 LUMBER - TOP CHORD 2x6 DF 2400F 2.0E BOT CHORD 2x8 DF SS WEBS 2x4 DF No.2 *Except* 12-22; 2x6 DF 2400F 2.0E SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015fTP12014 REACTIONS. (Ib/size) 21=1746/0-5-8, 12=1998/0-5-8 Max Horz 21.68(LC 11) Max Uplift 21=-260(LC 10), 12=-212(LC 14) Max Grav 21=1904(LC 21), 12=2121(LC 21) 15 3x6 II t.5x4 II 5x12 = 9 25 26 10 14 13 5x12 11-7-1 14-4-15 17-2-13 20-0-12 22-10-10 2-9-14 2-9-14 2-9-14 2-9-14 2-9-14 CSI. TC 0.42 BC 0.83 WB 0.66 Matnx-SH DEFL. in (loc) 1/dell L/d Vert(LL) -0.43 16-17 >711 360 Vert(CT) -0.75 16-17 >413 240 Horz(CT) 0.09 12 n/a n/a Wind(LL) 0.21 16-17 >999 240 3x6 II 26-0-0 3-1-6 Scale = 1:47.5 PLATES GRIP MT20 220/195 M18SHS 220/195 3x6 = 22 5e = Weight: 180 Ib FT = 0 % BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 20-21. FORCES, (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-21=-1723/263, 2-3=-3276/298, 3-4=-3270/299, 4-5=-7739/764, 5-6=-7738/766, 6-7=-9190/933, 7-8=-9192/934, 8-9=-6714/699, 9-10=-6712/701, 10-11=-280/70 BOT CHORD 19-20=-565/6071, 18-19=-565/6071, 17-18=-870/8937, 16-17=-870/8937, 15-16=-875/8793, 14-15=-875/8793, 13-14=-362/3654, 12-13=-362/3654 WEBS 2-20=-307/3256, 4-20=-3028/329, 4-18=-194/1797, 6-18=-1319/156, 6-16=-135/495, 7-16=-347/66, 6-16=-71/438, 8-14=-2326/235, 9-14=-636/114, 10-14=-342/3460, 10-12=-3807/385 NOTES- 1) Wind: ASCE 7-10: Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -3-0-0 to 0-7-3, Interior(1) 0-7-3 to 25-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 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 requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 260 Ib uplift at joint 21 and 212 Ib uplift at joint 12. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ipS2andard WARNMIG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mif.-7473 rev, 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Duality Criteria, DS8-89 and BCSI Building Component Safety Information available from Truss Prate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. May 15,2019 Frei(' MiTek USA. Inc. 400 Sunrise Avenue, Suite 270 Job Truss Truss Type Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119875 1804941A TOSE Monopitch 2 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1,15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 2-24=-70, 24-25=-245(F=-175), 11-25=-70, 12-21=-20 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:28 2019 Page 2 I D:c9?gnyBRMh05wImyCAIB5FzZN9F-9ZIiJXhge9RwW Isf8N E_9ae?oeZu Ki401 ff44dzGXHv WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, ens' is for an individual building Component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members on'y. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, OSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Job 1804941A Louvus Truss, Inc, -3-0-0 Truss TO6F Ferndale, WA - 9824 4.6.5 Truss Type Monopitch 8-9-3 13-0-0 3-0-0 4-6-5 4-2-13 4-2-13 5x8 = 2 17 3x4 II 7x8 = 0.25 112 4x10 = 4 18 5 Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119876 Job Reference,-(ppliorrai) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:30 2019 Page 1 ID:c9?gnyBRMh05wImyCAiB5FzZN9F-5yPSkCj5Amhdm2?1FoHSF?jK_SJjoczhVz8A8VzGXHI 17-2-13 21-5-11 26-0-0 4-2-13 +._.._ 4-2-13 4-6-5 1.5x4 II 7x8 = 6 1.5x4 II 7 19 14 13 12 11 10 5x12 4-6-5 8-9-3 4-6-5 4-2-13 1.5x4 II 5x14 M18SHS = 1.5x4 II 502 = 13-0-0 17-2-13 21-5-11 26-0-0 4-2-13 { 4-2-13 4-2-13 4-6-5 Scale: 114"=1' 5x6 = 2x4 II 16 Plate Offsets (X,Y)-- [2:0-3.7,0.2.80:0-4-0,0-4.81 [6:0.3-12,0-4-81, [12:0.7-0,0.3-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 cSl- TC 0.50 BC 0.55 WB 0.70 Matrix-SH DEFL. in (loc) I/deft L/d Vert(LL) -0.39 12-13 >791 360 Vert(CT) -0.74 12-13 >416 240 Horz(CT) 0.11 9 n/a n/a Wind(LL) 0.18 12 >999 240 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight' 143 Ib FT 0% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc puffins, BOT CHORD 2x4 DF 2400F 2.0E except end verticals. WEBS 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied at 10-0-0 oc bracing, Except: 9-16: 2x6 DF No.2 6-0-0 oc bracing: 14-15, REACTIONS. (Ib/size) 15=1497/0-5-8, 9=1230/0-5-8 Max Horz 15=72(LC 13) Max Uplift 15=-111(LC 10), 9=-29(LC 14) Max Gray 15=1655(LC 21), 9=1353(LC 21) FORCES. (Ib) - Max. Comp,/Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-15=-1590/131, 2-3=-3645/0, 3-4=-3641/0, 4-5=-6235/0, 5-6=-6234/0, 6-7=-3012/63, 7-8=-3012/65, 8-9=-1296/47 BOT CHORD 13-1400/5746, 12-13=0/5746, 11-12=0/5063, 10-11=0/5063 WEBS 2-14=0/3663, 4-14=-2216/0, 4-12=0/508, 5-12=-492/0, 6-12=0/1242, 6-10=-2187/0, 7-10=-329/84,8.10=•26/3103 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -3-0-0 to 0-7-3, Interior(1) 0-7.3 to 25-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 toad of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) 200.01b AC unit load placed on the top chord, 11-7-13 from left end, supported at two points, 2-6-0 apart, 6) Provide adequate drainage to prevent water ponding. 7) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate Sizes to account for these factors. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for e 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 Ib uplift at joint 15 and 29 Ib uplift at joint 9. WARNING - Verify design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 10193/2015 BEFORE USE, Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, end is tor an individual building component, not a truss system. Before use., the building designer must verily the applicability o1 design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling at individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPl1 Quality Criteria, OSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 955b1 Job 1604941A Truss T18A Truss Type Monopitch y Ply TUKWILA VILLAGE BUILDING A ROOF R58119877 Louws Truss, Inc, Ferndale, WA - 98248, 4-7-12 Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:42 2019 Page 1 ID:c9?gnyBRMh05wImyCAiB5FzZN9F-IGB?GJscLSCxCuwLyKUGkX0T2H WGc9RSFg2pZpzGXHh 9-3-8 4-7-12 4-7-12 0.25 12 1.5x4 II 3x4 = 8 2 9 3x8 = 10 6 1.5x4 II r 5 3x8 = .5e4 II 4-7-12 I 9-3-8 4-7-12 4-7-12 Spate = 1:17,3 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IBC2015/TP12014 CSL TC 0.11 BC 0.12 WB 0.16 Matrix-SH DEFL, in (loc) 1/defl L/d Verl(LL) -0.01 5 >999 360 Vert(CT) -0.03 5 >999 240 Horz(CT) 0.00 4 n/a n/a Wind(LL) 0.01 5 >999 240 PLATES GRIP MT20 220/195 Weight: 51 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing direolly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-7: 2x6 DF No.2 REACTIONS. (Ib/size) 6=475/Mechanical, 4=588/0-5-8 Max Horz 6=71(LC 11) Max Gray 6=493(LC 20), 4=606(LC 20) FORCES. (Ib) - Max. Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-446/24, 1-2=-841/0, 2-3=-841/0, 3-4=-558/0 WEBS 1-5=0/830, 2-5=-479/C, 3-5=0/806 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cal. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3.8-15 to 9-0-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) 260.olb AC unit load placed on the top chord, 6-5-1 from left end, supported at two points, 4-0-0 apart. 5) Provide adequate drainage to prevent water pending. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. 11 is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 8)* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be OF No.2 crushing capacity of 625 psi, 10) Refer to girder(s) for truss to truss connections. WARNING - Verify design parameters and READ NOTES ON THIS ANO INCLUDED MITER REFERENCE PAGE M11-7473 rev. 10/03/205 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an indlvtduat building component, not a truss system. Before use, the building designer muss verity the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TFI7 Quality Criteria. OSB-89 and SCSI Building Component Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA_45851 Job 1804941A Truss IT24 Truss Type Monopitch Qty Ply ITUKWILA VILLAGE BUILDING A ROOF 1 I 1 R58119878 Louws Truss, Inc, Ferndale, WA - 98248, 6-8-5 8 6-8-5 Job Reference (optional) $.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:48 2019 Page 1 ID:c9?gnyBRMh05wtmyCAiB5FzZN9F-ZPVGW MwNx1y4wpNVJabgzoTJkiQLOnOLdmW 7nTzGXHb 13-1-3 19-9-8 6-4-13 6-8-5 0.25 [12 5x6 .. 4x12 = 3x8 3 2 30 II 10 6-8-5 7 6 4x12 13-1-3 5x6 = 19-9-8 Scale = 132.4 4x6 = 4x6 = 6-8-5 6-4-13 6-8-5 Plate Offsets (X,Y)-- [2:0-3-0,0-3-0], [4:0.2-15,Edge], [6:0-3-0,0-3-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress Incr YES Code 113C2.015/TPI2014 CSI. TC 0.80 BC 0.65 WB 0.54 Matrix-SH DEFL. in (loc) I/defl Ud Vert(LL) -0.23 6-7 >999 360 Vert(CT) -0.39 6-7 >593 240 Horz(CT) 0.05 5 n/a n/a Wind(LL) 0.11 6-7 >999 240 PLATES GRIP MT20 220/195 Weight: 89 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-9: 2x6 DF No.2 WEBS 1 Row at midpt 3-5 REACTIONS. (Ib/size) 8=874/Mechanical, 5=874/0-5-8 Max Horz 8=71(LC 13) Max Uplift 8=-97(LC 10), 5=-91(LC 14) Max Gray 8=948(LC 20), 5=948(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forccs 250 (Ib) or less except when shown. TOP CHORD 1-8=-873/123, 1-2=-2921/299, 2-3=-2921/303 BOT CHORD 6-7=-250/2677, 5-6=-250/2677 WEBS 1-7=-292/2797, 2-7=-513/130, 3-6=0/263, 3-5=-2619/252 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4,2psf; BCDL=4.8psf; h=25f1; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 19-6-12 zone; cantilever left and right exposed ; end vertical left and right exposed:C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp 8; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 5. ARNING - Verify design parameters and READ NOTES Ott THIS AND INCLUDED MtTEK REFERENCE PAGE M11-7473 rev. 10/01/2015 BEFORE USE. valid for use only wan MiTeke connectors, This design is based only upon parameters shown, and is for an individual building component, not iystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this desrgro into the overall g design. Bracing indicated is to prevent buckling of indivduat truss web andfor chord members only. Additional temporary and permanent bracing ys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the . storage. delivery, erection and bracing of trusses and truss systems, see ANSIITPft Quality Criteria, DSS-89 and BCSI Building Component y Information avaitable from Truss Plate Institute, 218 N. Lee Street, Sule 312. Alexandria, VA 22:314. May 15,2019 Tel(' MiTek USA, tnc- 400 Sunrise Avenue, Sufte 270 Roseville GA 95661 Job Truss rruss Type IC/ty 1 Ply TUKWILA VILLAGE IJILDING A ROOF R58119879 1804941A T25 FLAT GIRDER 1 1 Job Reference(optioral) Louws Truss, Inc, LOADING (ps() TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 Ferndale, WA - 98248. 1.5.4 II 3-6-0 3x4 = .240 s ec 00 IflaUSmcs, . . ID:c9?gnyBRMh05w1myCAII35FaN9F-2c3ekix?ic4xYzyhslevW??du6oCIMcUsQFhJyzGXHa 3-6-0 21.5x4 4 5 JL26 4x4 3 3-6-0 -6-0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress lncr NO Code IBC2015/TP12014 CSI DEFL. in (loc) 1/dell L/d TC 0,20 Vert(LL) -0.01 3-4 >999 360 BC 0.55 Vert(CT) -0.02 3-4 >999 240 WB 0.00 Horz(CT) -0.00 3 n/a n/a Matrix-P Wind(LL) 0.01 3-4 >999 240 PLATES GRIP Scale f, 132.3 MT20 220/195 Weight: 20 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, BOT CHORD 2x6 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=375/Mechanical, 3=436/Mechanical Max Horz 4=-39(LC 6) Max Uplift 4=-53(LC 6), 3=-60(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph: TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. 11) Use USP JL26 (With 6-10d nails into Girder & 4-10d x 1-1/2 nails into Truss) or equivalent at 1-11-4 from the left end to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) In the LOAD CASE(S) section, loads applied lo the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 3-4=-20 Concentrated Loads (Ib) Vert: 5=-523(B) A, WARNING Verify design parameters and READ NOTES ON THIS AND iNcLutiED MITER REFERENCE PAGE 015.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekeb connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of tnisses and truss systems, see ANSI/TPI1 Quality Criterfa 04EI-89 and SCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. May 15,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 • 'Job Truss Truss Type Qty Ply TUKWILA VILLAGE B JILD(NG A ROOF R58119880 1804941A Louws Truss, Inc, T26 Ferndale, WA - 98248, FLAT GIRDER 3x4 = 1 Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:50 2019 Page 1 ID:c9?gnyBRMh05w rnyCAiB5FzZN9F-Wod0x2ydTvCo97XtQ?e83DYoeWEOUpre54?ErLzGXHZ 3-6-0 3-6-0 2 4 1.5x4 II 5 JL24 3-6-0 3 4x4 = 3-6-0 Scale = 1:12,7 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSt- TC 0.20 BC 0.19 WB 0.00 Matrix-P DEFL- in (loc) I/defl L/d Vert(LL) -0.00 3-4 >999 360 Vert(CT) -0.01 3-4 >999 240 Horz(CT) -0.00 3 n/a n/a Wind(LL) 0.00 3-4 >999 240 PLATES GRIP MT20 220/195 Weight: 20 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, BOT CHORD 2x6 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=215/Mechanical, 3=234/Mechanical Max Horz 4=-41(LC 6) Max Uplift 4=-48(LC 6), 3=-54(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, NOTES- 1) Wind: ASCE 7-10: Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft: Cat, II; Exp B; Enclosed„ MWFRS (envelope) gable end zone; 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 pending. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be OF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capabte of withstanding 100 ib uplift at joint(s) 4, 3. 11) Use USI' JL24 (With 4-10d nails into Girder 8 2-10d x 1-1/2 nails into Truss) or equivalent at 1-11-4 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) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1,15, Plate Increase=1.15 Uniform Loads (p1f) Vert: 1-2=-70, 3-4=-20 Concentrated Loads (Ib) Vert: 5=-161(F) ARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mrl-7473 rev. 10/03/2015 BEFORE USE. Oesign valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is atways required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Duality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate institute, 210 N. Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 1Job 1804941A Tru T27 Truss Type Monopitch 6 Iy TUK VILLAGE BUILDING A ROOF R58119881 ouws Truss, Inc, Femdale, WA - 98248, 5-10-4 Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:50 2019 Page 1 I D:c9?gnyB RMh05wl myCAi B5FzZN9F-W od0x2ydTvCo97XtQ?e83DYlm W DwUmPe 54? ErLzGXHZ 11-8-8 6 1.5x4 II 5-10-4 5-10-4 0.25 112 1.5x4 II 5 3x8 5-10-4 11-8-8 Scale = 1:19.6 3x6 4 1.5x4 II 5-10-4 5-10-4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI- TC 0.39 BC 0.20 WB 0.22 Matrix-SH DEFL. in (loc) 1/defl L/d Vert(LL) -0.05 5 >999 360 Vert(CT) -0.08 5 >999 240 Horz(CT) 0.00 4 n/a n/a Wind(LL) 0.02 5 >999 240 PLATES GRIP MT20 220/195 Weight: 52 Ib # i = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 6=514/Mechanical, 4=514/Mechanical Max Herz 6=42(LC 11) Max Uplift 6=-57(LC 10), 4=-54(LC 14) Max Gray 6=543(LC 20), 4=543(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-482/90, 1-2=-1216/124, 2-3=-1217/128, 3-4=-482/91 WEBS 1-5=-122/1135, 2-5=471/125, 3-5=-118/1166 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL==4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 11-6-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0pst 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. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for Truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPfi Quality Criteria, DSB•89 and BCSI Building Component Safety Information evadable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, MiTek° MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 _Roseville. CA 95661 Job Truss T28 Truss Type Oly Ply 1 TUKWILA VILLAGE BUILDING A ROOF R58119882 1804941A uws Truss, Inc, Ferndale, WA - 98248, Monopitch Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:51 2019 Page 1 I D:c9?gny8R Mh05wImyCAiB5FzZN9F-_BO80zGEDKfn H64_j9NbQ4z1varDGfnKkknOozGXHY 4-4-0 3x4 = 1 6 4 1,5x4 II 4-4-0 0,25 112 4-4-0 3x6 = 4-4-0 Scale = 1:16.2 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 10,0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI- TC 0.21 BC 0.15 WB 0.03 Matrix-P DEFL. in (loc) 1/defl Lid Vert(LL) -0.01 3-4 >999 360 Vert(CT) -0.03 3-4 >999 240 Horz(CT) -0.00 3 n/a n/a Wind(LL) 0.00 4 "" 240 PLATES GRIP MT20 220/195 Weight: 23 Ib FT = 0 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 *Except* 3-5: 2x6 DF No.2 REACTIONS. (lb/size) 4=178/Mechanical, 3=178/0-5-8 Max Horz 4=71(LC 13) Max Uplift 4=-42(LC 10), 3=-19(LC 11) Max Gray 4=181(LC 20), 3=181(LC 20) FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25f1; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3.8-15 to 4-1-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10: P1=25,0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; CI=1,10 3) Unbalanced snow loads have been considered for this design, 4) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi, 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and p^operly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required tor stability and to prevent collapse with possible personat injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 99661 4 .1 • Job Truss T30 Truss Type Flat Girder Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119883 1804941A Louws Truss, Inc, Ferndale, WA - 98248, LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 Job Reference _Optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:53 2019 Page 1 ID:Rs70ztcj3CS8UsOj?e1 a45zGaDE-wN19Z4_WIgaN0bGS57BrgrAJbjFShAc4n2DuSgzGXH W 3-7-8 3-7-8 3x4 = 2 1.5x4 11 5 JL24 1.5x4 II4 3-7-8 24 3 4x4 = SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 3-7-8 Scale = 1:10.9 CBI, TC 0.22 BC 0.14 WB 0.00 Matrix-P DEFL in (loc) I/deft Lid Vert(LL) -0.00 3-4 >999 360 Vert(CT) -0.01 3-4 >999 240 Horz(CT) -0.00 3 n/a n/a Wind(LL) 0.00 3-4 >999 240 PLATES GRIP MT20 220/195 Weight: 19 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc purlins, BOT CHORD 2x6 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=269/Mechanical, 3=286/Mechanical Max Horz 4=-32(LC 6) Max Uplift 4=-51(LC 6), 3=-54(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuII=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; 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 pending." 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be OF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. 11) Use USP JL24 (With 4-10d nails into Girder 8 2-10d x 1-1/2 na&Is into Truss) or equivalent spaced at 2-0-0 oc max. starting at 0-11-0 from the left end to 2-11-0 to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead * Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1.2=-70, 3-4=-20 Concentrated Loads (Ib) Vert: 5=-126(F) 6=-128(F) WARNING • Verify design parameters and READ NOTES ON TIPS AND INCLUDED MITEK REFERENCE PAGE MU-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek9 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI?Pit Quality Criteria, DS8.89 and BCSI Building Component Safety Information available from Truss Plate institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. May 15,2019 MiTek` rSiTek USA, Inc. 490 Sunrise Avenue, suite 270 Ro<eville r:A 95661 Job 4941A Truss T29 Truss Type Monopitch Qty 2 Ply 1 TUKWILA VILLAGE BUILDINGA ROOF R58119884 Louws Truss, n Ferndale, WA - 98248, LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 10.0 Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:52 2019 Page 1 ID:c9.7gnyBRMh05w1myCAi65FzZN9F-SBknMk_u?XSWPRhGYOgc8ed9YJxzyjJxYOULwEzGXHX 3-5-12 3x4 = -5-12 0.25 2 1.5x4 1.5x4 114 3x4 3-5-12 SPACING. 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 3-5-12 CS!. DEFL, in (loc) 1/defl L/d TC 0.18 Vert(LL) -0,01 3-4 >999 360 BC 0,10 Vert(CT) -0.01 3-4 >999 240 WB 0.01 Horz(CT) -0.00 3 n/a n/a Matrix-P Wind(LL) 0.00 4 **** 240 PLATES GRIP MT20 220/195 Scale = 1:11.3 Weight: 17 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=143/Mechanical, 3=143/Mechanical Max Horz 4=36(LC 11) Max Uplift 4=-22(LC 10), 3=-9(LC 14) Max Grav 4=144(LC 20), 3=144(LC 20) FORCES. (lb) - Max Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vult=1 10mph (3-second gust) Vasd=87mph; TCDL=4.2ps1; BCDL=4.8psf; h=25ft; Cat, Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members arid forces & MWFRS for reactions shown; 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) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek6 connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andiar chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSFTF11 Quality Criteria, AS8-89 and SCSI Building Component Safety Information available from Truss Plate institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 11111111111". MiTek' MiTek USA, inc. 400 Sunrise Avenue, Suite 270 Roseville CA 45661 Symbols PLATE LOCATION AND ORIENTATION 34" Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0- i,6" from outside edge of Truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MITek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION BEARING Indicated by symbol shown and/or by text in the bracing section of the output. Use T or 1 bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BGSC 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•sixteenths (Drawings nol to scale) 2 TOP CHORDS RIPAh 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek MiTek Engineering Reference Sheet MI1.7473 rev. 10/03/2015 _1 A General Safety Notes Failure to Fallow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X1racing, is always required. See SCSI. 2. Truss bracingmust be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing glottal 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, ere ]ion supervisor, property owner and all other interested parties. 5. Cut members -to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIITPI 1. 8. Unless otherwise noted, moisture content of lumber shah not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead toad deflection. 11. Plate type, size, orientation and location dimensio indicated are minimum plating requirements. 12. Lumber used shall be of the species and size. and in aft respects equal to or better than that specified. 13, Top chords must be sheathed or puffins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 1011. spacing, or less. if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibrtlty of others. 16. Do not cut or alter truss member or plate without prior approval of emangineer. d load vertically unless indicated otherwise. 18. Use of green cr treated lumber may pose unacceptable ental, health or performance risks. Consult with ngineer before use. 19. Review all portions of this design (front, back, words and pictures) before use, Reviewing pictures atone is not sufficient. 20. Design assumes manufacture in accordance with AN St/TPI 1 Duality Criteria. -# at MiTek FILE MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 Re: 1804941A TUKWILA VILLAGE BUILDING A ROOF The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Louws Truss. Pages or sheets covered by this seal: R58119833 thru R58119884 My license renewal date for the state of Washington is May 1, 2019. May 15,2019 Dyer, Cecil IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSIfTPI 1, These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2, nit REVIEWED FOR CODE COMPLIANCE APPROVED DEC 2 6 2019 City of Tukwila BUILDING DIVISION ..," RECEIVED CITY OF TUKWILA DEC 0 3 2019 PERMIT CENTER 19 0 9S ob 1804941A Truss TO1 Truss Type Monopilch TUKWILA VILLAGE BUILDING A ROOF R58119833 Louws Truss, Inc, Femdale, WA - 98248, 5-3-4 5-3-4 5x6 = 13 3x4 = Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:07 2019 Page 1 ID:c9?gnyBRMh05wImyCAiB5FzZN9F-GXWmvLRlbinuVWIdPTM3p8GODARZwEuJCu4SrLzGX I E 10-3-0 15-2-12 20-6-0 4-11-12 4-11-12 5-3-4 0.25 12 1.5x4 11 3 3x4 = 4 14 Scale = 1:34.1 4x6 = 12 2x4 II 5x6 = 7 5x8 = 3x8 = 5-3-4 10-3-0 15-2-12 20-6-0 5-3-0 4-11.12 4-11-12 5-3-4 6 2x4 11 Plate Offsets (X,Y)-- (7:0-3-8,0-1-8], [8:0-4-0,0-3-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber COL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CST. TC 0.48 BC 0.66 WB 0.54 Matrix-SH DEFL, in (loc) I/deft L/d Vert(LL) -0.25 8 >975 360 Vert(CT) -0.42 8-9 >574 240 Horz(CT) 0.04 6 n/a n/a Wind(LL) 0.13 8 >999 240 PLATES GRIP MT20 220/195 Weight: 105 Ib FT = 01 LUMBER. BRACING. TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-6 oc puffins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 8-8-14 oc bracing. 10-11,6-12: 2x6 DF No.2 REACTIONS. (Ib/size) 10=902/0-5-8, 6=902/0-5-8 Max Horz 10=230(LC 11) Max Uplift 10=-127(LC 10), 6=-97(LC 14) Max Gray 10=980(LC 20), 6=980(LC 20) FORCES. (Ib) - Max. Comp./Max- Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-10=-912/147, 1-2=-2886/464, 2.3=-3534/516, 3-0=-3533/519, 4-5=-2523/411, 5-6=-919/140 BOT CHORD 9-10=-520/510, 8-9=-500/2882, 7-8=-319/2518 WEBS 1-9=-412/2794, 2-9=-574/150, 2-8=-201/669, 3-8=-379/93, 4-8=-211/1057, 4-7=-689/143, 5-7=-296/2536 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=259; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 20-3-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Provide mechanical connection (by others) of Truss to bearing plate capable of withstanding 100 Ib uplift al joint(s) 6 except (jt=lb) 10=127. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek87 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TP11 Quality Criteria, 058-89 and SCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 iTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 ob 1804941A Truss T02 Truss Type Monopitch Qty IPly TUKWILA VILLAGE BUILDING A ROOF R58119834 LOUWS Truss, Inc, Ferndale, WA - 9 248, 56 = 2x4 II 7-4.15 7-9.15 8 7-4-15 Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:08 2019 Page 1 ID:c97gnyBRMh05w1myCAiB5FzZN9F-kj487hRHM?wl7gKpzBtIMMpVlasBfkZ5RYpONnzGXID 14-9-14 7-4-15 0.25 112 1.5x4 II 2 5 4x10 = 9 14-9-14 3x8 = 3 4 3x4 11 7-4-15 7-4-15 Scare 1:28,2 Plate Offsets (X,Y)- LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD BOT CHORD WEBS SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr. YES Code IBC2015/TP12014 031. TC 0.75 BC 0.32 WO 0.38 Matrix -Ski DEFL. in (loc) 1/dell L/d Vert(LL) -0.13 5 >999 360 Vert(CT) -0.23 4-5 >757 240 Horz(CT) 0.00 4 n/a n/a Wind(LL) 0.07 5 >999 240 PLATES GRIP MT20 220(195 Weight: 72 Ib FT = 0% 2x4 DF No.2 2x4 DF No.2 2x4 DF No.2 *Except* 6-7: 2x6 DF No.2 REACTIONS. (lb/size) 6=650/0-5-8, 4=650/Mechanical Max Horz 6=160(LC 13) Max Uplift 6=-96(LC 10), 4=-86(LC 14) Max Grav 6=695(LC 20), 4=695(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 1-6=-615/129, 1-2=-2115/314, 2-3=-2116/318, 3-4=-615/126 BOT CHORD 5-6=-409/412 WEBS 1-5=-361/1905, 2-5=-593/156, 3-5=-318/1985 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-9-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasc1=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 14-8-2 zone; cantilever left and right exposed ; end vertical left and right exposed:C-0 for members and forces & MWFRS for reactions shown; 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) Provide adequate drainage lo prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1411-7473 re, 10/03/2015 BEFORE USE. Design valid for use only with MiTekde connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIl Quality Criteria, DS8-89 and BCSI Building Component Safety Information available from TflfS$ Plate Institute, 278 N. Lee Street, Suite 312. Alexandria, VA 22314. May 15,2019 iTe k killTek USA, Inc. 400 Sunrise Avenue, Suite 270 Os Wile. CA 95661 Job Truss Truss Type Oty Ply TUKWtLA VILLAGE BUILDING A ROOF R58119835 1804941A T03 Monopitch 1 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, 7 4-4-0 8.240 s Dec 6 2018 MiTek Indus6tes, Inc. Tue May 14 16:26:08 2019 Page 1 I D:c9? g nyB R Mh05wI myCAiB5FzZN 9F-kj487h RHM?w17gKpzBtl M Mpc7at1 fm2S RYpONnzGX I D 8-8-0 6 2x4 II 4-4-0 4-4-0 4-4-0 5 3x4 8-8-0 4 3x4 4-4-0 4-4-0 Scale = 1:28.2 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress !nor YES Code IBC20151TP12014 CSt, TC 0.27 BC 0.20 WB 0.22 Matrix-P DEFL. in (loc) I/deft Ud Vert(LL) -0.02 5 >999 360 Vert(CT) -0.03 5 >999 240 Horz(CT) 0.00 4 n/a n/a Wind(LL) 0.01 5 >999 240 PLATES GRIP MT20 220/195 Weight: 46 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 *Except* 6-7: 2x6 DF No.2 REACTIONS- (lb/size) 6=373/0-5-8, 4=373/Mechanical Max Horz 6=157(LC 13) Max Uplift 6=-86(LC 10), 4=-68(LC 14) Max Gray 6=389(LC 20), 4=389(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-352/156, 1-2=-722/280 BOT CHORD 5-6=-425/469, 4-5=-307/719 WEBS 1-5=-306/660, 2-4=-752/310 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied o<9-7-15 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 8-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be OF No,2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift al joint(s) 6, 4, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MiTektN connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated i5 to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storagedelivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criterla, OS0.89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 iTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 13, ev'Ilgs_, a CA 95651 Job Truss Truss Type Oty Ply TUKWILA VILLAGE BUILDING A ROOF R58119836 1804941A T04 Monopitch 1 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, 5 7x10 M18SHS = 8.240 s Dec 6 2018 MiTek Industues, Inc. Tue May 14 16:26:09 2019 Page ID:c9?gnyB RMh05wlmyCAiB5FzZN9F-DveWK1 Sw7J2ckgv?WuPXuZLgc_8g0BUcICZZwDzGXIC 7-5-12 4 2x4 I1 7-5-12 0.25 r2 6 7-5-12 1.5x4 II 2 3 3xa 7-5-12 Scale = 1:28.3 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress Ina YES Code IBC2015/TP12014 CS1. TC 0.74 BC 0.56 WB 0.34 Matrix-P DEFL. in (loc) I/deft Ud Vert(LL) -0.13 3-4 >638 360 Vert(CT) -0.27 3-4 >319 240 Horz(CT) -0.00 3 n/a n/a Wind(LL) 0.00 4 "" 240 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 40 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 *Except* 4-5: 2x6 DF No.2 REACTIONS. (Ib/size) 4=320/0-5-8, 3=320/Mechanical Max Horz 4=156(LC 11) Max Uplift 4=-88(LC 10), 3=-67(LC 14) Max Gray 4=331(LC 20), 3=331(LC 20) FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=-260/191 BOT CHORD 3-4=-539/435 WEBS 1-3=-438/535 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-3-13 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25f1; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 7-4-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1,60 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This Truss has been designed for a live load of 20.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 DF No.2 crushing capacity of 625 psi. 10) Refer to girder(s) for truss to truss connections, 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. PIP WARNING • Verify design parameters and READ NOTES ON DOS AND INCLUDED MITEK REFERENCE PAGE Mri-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPii Quality Criteria, DSB-89 and BCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA95661 Job 1804941A Truss TO4A Truss Type Monopitch ly Ply TUKW#LA VILLAGE BUILDING A ROOF R58119837 Louws Truss, Inc, Ferndale, WA - 98248, 7 2x4 II Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:10 2019 Page 1 ID:c9?gnyBRMh05wImyCAiB5FzZN9F-h6CuYNTYudATM_TB4cwmRnuyYOb17i0Ius17SgzGXIB 4-0-12 8-1-8 4-0-12 4-0-12 4-0-12 4-0-12 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 *Except` 6-7: 2x6 DF No.2 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC20157TP12014 CS!, TC 0.28 BC 0.10 WB 0.13 Matrix-P REACTIONS. (lb/size) 6=349/0-5-8, 4=349/eechanical Max Horz 6=157(LC 11) Max Uplift 6=-87(LC 10), 4=-67(LC 14) Max Gray 6=363(LC 20), 4=363(LC 20) 8-1-8 4-0-12 DEFL. in (loc) I/deft Ud Vert(LL) -0.01 5 >999 360 Vert(CT) -0.02 5 >999 240 Horz(CT) 0.00 4 n/a n/a Wind(LL) 0.01 5 >999 240 Scale = 1:28.2 PLATES GRIP MT20 220/195 Weight: 44 Ib FT = 0% FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-328/163, 1-2=-630/279, 2-3=-631/282, 3-4=-327/145 BOT CHORD 5-6=-426/480 WEBS 1-5=-312/579, 2-5=-309/115, 3-5=-312/665 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-7-15 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 4-0-12, Interior(1) 4-0-12 to 7-11-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.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. 8) All bearings are assumed to be OF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. 4YARMING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekle connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/PH Quality Criteria, OS8.89 and 8CS18uilding Component Safety information available from Truss Plate institute, 218 N, Lee Street. Suite 312, Atexandria, VA 22314. Frei( MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Job Truss Truss Type Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119838 1804941A T04B Monopilch 1 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA • 98248, 7 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:11 2019 Page 1 ID:c9?gnyBRMh05wlmyCAiB5FzZN9F-91mHIiUAewIK_720eJR?z_Q70oxzs8xu7 W2g_6zGXIA 4-4-11 8-9-5 4-4-11 3x6 = 0.25 F12 1.5x4 II 8 2 9 4-4-11 3x4 = 3 6 2x4 II 4 x8 = 1.5x4 II 4-4-11 8-9-5 4-4-11 4-4-11 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.27 BC 0.12 WB 0.15 Matrix-P Scale = 1:28.2 DEFL. in (loc) I/deft Ud Vert(LL) -0.02 5 >999 360 Vert(CT) -0.03 5 >999 240 Horz(CT) 0.00 4 n/a n/a Wind(LL) 0.01 5 >999 240 PLATES GRIP MT20 220/195 Weight: 47 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 "Except" BOT CHORD Rigid ceiling directly applied or 9-7-15 oc bracing. 6-7: 2x6 DF No.2 REACTIONS. (Ib/size) 6=378/0-5-8, 4=378/Mechanical Max Horz 6=157(LC 13) Max Uplift 6=-86(LC 10), 4=-68(LC 14) Max Gray 6=394(LC 20), 4=394(LC 20) FORCES, (Ib) - Max. Comp./Max. Ten. • All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-357/155, 1-2=-740/280, 2-3=-740/283, 3-4=-356/141 BOT CHORD 5-6=-425/467 WEBS 1-5=-305/674, 2-5=-337/116, 3-5=-311/775 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 8-7-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. May 15,2019 AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a Truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual Truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DS6-09 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Mil MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119839 1804941A TO4C Monopitch 1 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, 7 3x6 = 8.240s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:12Page ID;c9?gnyBRMh05w1myCAiB5FzZN9F-dUKfz2VoPEQBbHdaCOyEWCzIEBHGbb42M9nDWYzGX19 4-8-9 9-5-2 4-8-9 4-8-9 0.25 112 1.5x4 I I 8 2 9 3x4 3 6 2x4 II 3x8 = 4-8-9 9-5.2 1.5x4 11 4-8-9 4-8-9 Scale = 1:28,1 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCOL 10.0 SPACING- 2-0-0 OSI. DEFL. in (loc) I/defi Ud PLATES GRIP Plate Grip DOL 1.15 TC 0,27 Vert(LL) -0.02 5 >999 360 MT20 220/195 Lumber DOL 1.15 BC 0.12 Vert(CT) -0.04 5 >999 240 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 4 n/a n/a Code IBC2015/TP12014 Matrix-SH Wind(LL) 0.01 5 >999 240 Weight: 50 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 *Except" BOT CHORD Rigid ceiling directly applied or 9-7-14 oc bracing. 6-7: 2x6 DF No.2 REACTIONS. (Ib/size) 6=407/0-5-8, 4=407/Mechanical Max Horz 6=157(LC 11) Max Uplift 6=-86(LC 10), 4=-69(LC 14) Max Grav 6=426(LC 20), 4=426(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-375/151, 1-2=-844/278, 2-3=-844/281, 3-4=-375/138 BOT CHORD 5-6=-425/487 WEBS 1-5=-343/777, 2-5=-361/108, 3-5=-291/807 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCOL=4.2psf; BCDL=4.8psf; h=25f1; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 9-3-6 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. A, WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGET/III-7473 rev, 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIHP11 Quality Criteria, D58.89 and BC& Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314, MiTek" MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95561 iJob 1804941A Truss T040 Truss Type Monopitch y Ply TUKWLA VLLAGE BUILDING A ROOF R58119840 Job ReferenceReterence o.tiooal Louws Truss, Inc, Femdale, WA - 98248, 7 3x6 = 5-0-7 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:13 2019 Page 1 ID:c9?gny6 RMh05w1myCAiB5Fz2N9F-5hu1A0VDAYY2DRCmIkTT3PWT2bcCK2_BapXn3?zGX18 10-0-15 24 I I 5-0-7 5-0.7 5-0-7 10-0-15 5-0-7 5-0-7 Scale = 1:26,0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CS1. TC 0.26 BC 0.14 WB 0.18 Matrix-SH DEFL. in (loc) I/defl Ud Vert(LL) -0.03 5 >999 360 Vert(CT) -0.05 5 >999 240 Horz(CT) -0.00 4 n/a n/a Wind(LL) 0.02 5 >999 240 PLATES GRIP MT20 220/195 Weight: 52 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 OF No.2 *Except* 6-7: 2x6 OF No.2 REACTIONS. (lb/size) 6=437/0-5-8, 4=437/Mechanical Max Horz 6=156(LC 11) Max Uplift 6=-86(LC 10), 4=-71(LC 14) Max Grav 6=458(LC 20), 4=458(LC 20) FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-404/146, 1-2=-968/281, 2-3=-968/284, 3-4=-404/135 BOT CHORD 5-6=-4231476 WEBS 1-5=-343/887, 2-5=-388/110, 3-5=-292/922 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-8-1 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf: BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (enve(ope) gable end zone and C-C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 9-11-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. A, WARNING - Verify design parameters and READ NOTES ON MIS AND INCLUDED MITER REFERENCE PAGE allt-7473 rev. 10/0342015 BEFORE USE Design valid for use only with MiTeke connectors, This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Ole prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSETP11 Quality Criteria, DS8-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95561 Frob 1804941A Truss TO4E Truss Type Monopitch jQh Ply 1 TUKWILA VILLAGE BUILDING A ROOF R58119841 Louws Truss, Inc, Ferndale, WA-98248, 7 3x6 = 2x4 11 5-4-6 5-4-6 5-4-6 Job Reference (optional) 8.240 s Dec 6 2018 MiTek IndusLies, Inc. Tue May 14 16:26:13 2019 Page 1 I D:c9?gnyB RMh05wImyCAiB5FzZN9F-5hu 1 AOVQAYY2DRCmIkTT3P WTPbcu K1 d BapXn3?zGX18 10-8-11 5-4-6 0.25 112 1.5x4 II 2 9 Scale = 1:26.0 3x6 3 5 4 3x10 = 10-8-11 1.5x4 II 5-4-6 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CS!. TC 0.30 BC 0.16 WB 0.20 Matrix-SH 5-4-6 DEFL in (Ioc) 1/dell L/d Vert(LL) -0.04 5 >999 360 Vert(CT) -0.06 5 >999 240 Horz(CT) -0.00 4 n/a n/a Wind(LL) 0.02 5 >999 240 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 *Except* 6-7: 2x6 DF No.2 REACTIONS. (Ib/size) 6=466/0-5-8, 4=466/Mechanical Max Horz 6=1 58(LC 11) Max Uplift 6=-87(LC 10), 4=-72(LC 14) Max Gray 6=490(LC 20), 4=490(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-432/142, 1-2=-1100/284, 2-3=-1100/287, 3-4=-432/133 BOT CHORD 5.6=-420/466 WEBS 1-5=-343/1005, 2-5=-416/113, 3-5=-293/1044 PLATES GRIP MT20 220/195 Weight: 55 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-12 oc pudins, except end verticals, BOT CHORD Rigid ceiling directly applied or 9-8-5 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=l lomph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 10-6-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions, It is the responsibility of the fabricator to increase plate sizes to account for these factors, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 7) " This truss has been designed for a live load of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. May 15,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED *TITER REFERENCE PAGE MH-7473 rev. 10/03/2475 BEFORE USE. Design valid for use only with MiTek74 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIi Quality Criteria, DS8.89 and 8CS1 Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA95661 Job 1804941A Truss TO4F Truss Type Monopitch y Ply 1 TUKWILA VILLAGE BUILDING A ROOF R58119842 Louws Truss, Inc, Ferndale, WA-98248, 7 3x8 = Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:14 2019 Page 1 I D:c97g nyB RMh05wlmyCAiB 5FzZN 9F-ZtSPNkW 2x rgvrbnzJR_ibd2d R?yo3U U LpTGKbRzGXl7 5-8-4 11-4-8 2x4 II 5-8-4 5-8-4 5-8A 5-8A 0.25 112 1.5x4 II 2 3x6 = 3 5 4 3x10 = 11-4-8 5-8A 1.5x4 II Scale = 1:26.0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CST. TC 0.35 BC 0.18 WB 0.23 Matrix-SH DEFL. in floc) I/deft Ltd Vert(LL) -0.05 5 >999 360 Vert(CT) -0.08 5 >999 240 Horz(CT) -0.00 4 n/a n/a Wind(LL) 0.03 5 >999 240 PLATES GRIP MT20 220/195 Weight: 57 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 *Except' BOT CHORD Rigid ceiling directly applied or 9-8-9 oc bracing. 6-7: 2x6 DF No.2 REACTIONS. (Ib/size) 6=495/0-5-8, 4=495/Mechanical Max Harz 6=159(LC 13) Max Uplift 6=-88(LC 10), 4=-74(LC 14) Max Gray 6=522(LC 20), 4=522(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 1-6=-461/139, 1-2=-1240/288, 2-3=-1241/291, 3-4=-461/131 BOT CHORD 5-6=-418/456 WEBS 1-5=-344/1129, 2-5=-443/120, 3-5=-296/1174 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=251t; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3.9-15, Interior(1) 3-9-15 to 11-2-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This Truss has been designed for a live load of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be OF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MILT473 rev. 10103f2013 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI?PIP Quality Criteria, OSB-89 and BCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, MiTek" MiTek USA, Inc. 400 Sunrise Avenuo- Suite 270 • Job 1804941A Truss TO4G Truss Type Monopitch y Ply TUKWILA VILLAGE BUILDING A ROOF R58119843 Louws Truss, Inc, Ferndale, WA - 98248, 7 4x6 = 6 2x4 II Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:15 2019 Page 1 I D:c97gnyB RMh05wImyCAiB5FzZN 9F-13?nb4Xgi9omT1M9t9Vx8qbmQPGfox KU270u7tzGXI6 6-0-2 12-0-5 6-0-2 6-0-2 6-0-2 300 = 12-0.5 1.5x4 II 6-0-2 6-0-2 Scale =1:240 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress !nor YES Code IBC2015/TP12014 CSI. TC 0.40 BC 0.20 WB 0.25 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) -0.06 5 >999 360 Vert(CT) -0.10 5 >999 240 Horz(CT) -0.00 4 n/a n/a Wind(LL) 0.03 5 >999 240 PLATES GRIP MT20 2201195 Weight: 60 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 *Except* 6-7: 2x6 DF No.2 REACTIONS, (lb/size) 6=524/0-5-8, 4=524/Mechanical Max Horz 6=159(LC 13) Max Uplift 6=-89(LC 10), 4=-76(LC 14) Max Grav 6.555(LC 20), 4=555(LC 20) FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 1-6=-490/136, 1-2=-1388/292, 2-3=-1389/295, 3-4=-490/129 BOT CHORD 5-6=-416/447 WEBS 1-5=-346/1261, 2-5=-471/127, 3-5=-299/131 1 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-15 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-8-12 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCOL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 11-10-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 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 lb uplift at joint(s) 6, 4. A RING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE LISE. Design valid for use only with MiTekN connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information availabie from TAMS Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. May 15,20 9 MiTek" MiTek USA, Inc, 400 Sunrise Avenue, Suite 270 _R ob Truss 1804941A TO4H Truss Type Monopitch ty Ply TUKWILA V AGE BUILDING A ROOF R58119844 Louws Truss, Inc, Ferndale, WA - 98248, 7 4x6 = 2x4 II 6-4-1 6-4-1 6-4-1 Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:16 2019 Page 1 I D:c9?gny0 RMh05wIrnyCAIB5FzZN9F-VFZAoDYJTTwd4vxLRs1Ag28wMpcVVXN 7dGnIRgJzGX15 12-8-2 6-4-1 0.26 112 1.5x4 II 2 9 Scale = 1:26.0 3x6 = 3 5 4 3x10 12-8-2 1.5x4 II 6-4,1 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 CS,. Plate Grip DOL 1.15 TC 0.45 Lumber DOL 1.15 BC 0.23 Rep Stress Incr YES WB 0.28 Code IBC2015/TP12014 Matrix-SH DEFL. in (loc) I/deft Lid Vert(LL) -0.07 5 >999 360 Vert(CT) -0.12 4-5 >999 240 Horz(CT) -0.00 4 n/a n/a Wind(LL) 0.04 5 >999 240 PLATES GRIP MT20 220/195 Weight: 63 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied OT 9-8-14 oc bracing. 6-7: 2x6 DF No.2 REACTIONS. (lb/size) 6=554/0-5-8, 4=554/Mechanical Max Harz 6.159(LC 11) Max Uplift 6=-90(LC 10), 4=-78(LC 14) Max Grav 6=587(LC 20), 4=587(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (Ib) or less except when show, TOP CHORD 1-6=-519/134, 1-2=-1544/296, 2-3=-1545/300, 3-4=-519/128 BOT CHORD 5-6=-414/438 WEBS 1-5=-349/1399, 2-5=-499/133, 3-5=-302/1456 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL h=25f1; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 12-6-6 zone; cantilever left and right exposed ; end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be OF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift al joint(s) 6, 4. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTekde connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria. OSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, May 15,2019 MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Oty Ply TUKWILA VILLAGE BUILDING A ROOF R58119845 1804941A T041 Monopilch 1 1 Job Reference (opliogal) Louws Truss, Inc, Ferndale, WA- 98248, 7 6-7-15 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:17 2019 Page T I D:c9?gnyBRM h05wImyCAIB 5FzZN9F-_S7Y0mYxEm2U i2 WY_aYPO Fg 5DCyKGpwn VRV_CmzGXl4 13-3-14 4x6 6 2x4 II 6-7-15 1 6-7-15 6-7-15 4x10 = 13-3-14 2x4 II 6-7-15 6-7-15 Scale = 1:28.1 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/fP12014 CBI TC 0.51 BC 0.25 WB 0.31 Matrix-SH DEFL. in (roc) I/deft LJd Vert(LL) -0.09 5 >999 360 Vert(CT) -0.15 4-5 >999 240 Horz(CT) -0.00 4 n/a n/a Wind(LL) 0.05 5 >999 240 PLATES GRIP MT20 220/195 Weight: 65 Ib FT = 0 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 `Except* 6-7: 2x6 DF No.2 REACTIONS. (Ib/size) 6=583/0-5-8, 4=583/Mechanical Max Horz 6=160(LC 11) Max Uplift 6=-92(LC 10), 4=-81(LC 14) Max Gray 6=619(LC 20), 4=619(LC 20) FORCES. (Ib) • Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-548/132, 1-2=-1708/301, 2-3=-1709/305, 3-4=-548/127 BOT CHORD 5-6=-412/430 WEBS 1-5=-352/1545, 2-5=-527/140, 3-5=-307/1607 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied ar 9-9-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=2511; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0.2.12 to 3-9-15, Interior(1) 3-9-15 10 13-2-2 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. May 15,2019 HARMING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M114473 rev. 10/03/2>15 BEFORE USE. Design valid for use only with MiTekN connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, D5a-89 and SCSI Bonding Component Safety information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119846 1604941A TO4J Monapitch 1 1 Job Reference (optional) Lou Truss, Inc, 7 Femdale, WA - 98248, 5x6 6 2x4 II 6.11-14 6-11-14 6-11-14 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:18 2019 Page 1 ID:c9?gnyBRMh05wImyCAiB5FzZN9F-SehwD6ZZ?4AKKC5kYH3emTDEccH7?Fhwk5EYkCzGXl3 13-11-11 6-11-14 4x10 = Scale = 1:28.1 13-11-11 2x4 11 6-11-14 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BOLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress !nor YES Code IBC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 *Except* 6-7: 2x6 DF No.2 REACTIONS. (Ib/size) 6=612/0-5-8, 4=612/Mechanical Max Horz 6=160(LC 13) Max Uplift 6=-94(LC 10), 4=-83(LC 14) Max Gray 6=652(LC 20), 4=652(LC 20) CBI. TC 0.59 BC 0.28 WB 0.34 Matrix-SH FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-577/131, 1-2=-1880/307, 2-3=-1881/311, 3-4=-577/126 BOT CHORD 5-6=-411/422 WEBS 1-5=-356/1697, 2-5=-556/147, 3-5=-311/1766 6-11-14 DEFL. in (loc) I/deft Ltd Vert(LL) -0,11 5 >999 360 Vert(CT) -0.18 4-5 >896 240 Horz(CT) -0.00 4 n/a n/a Wind(LL) 0,06 5 >999 240 PLATES GRIP MT20 220/195 Weight: 68 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-6 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-9-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-9-15, Interior(1) 3-9-15 to 13-9-15 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This Truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. 1. A111111NA WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIF7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek «N connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUITPlt Quality Criteria, OS5-89 and BCSl Building Component Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Oty Ply TUKWItA VILLAGE BUILDING A ROOF R58119847 1804941A T04K Monopilch 1 1 Job Reference (optional) ouws Truss, Inc, 7 Ferndale, WA - 98248, 7-3-12 8.240 s Dec 6 2018 MiTek Industries, Inc. i ue May 14 16:26:19 2019 Page 1 ID:c97gnyBRMh05wlmyCAiB5FzZN9F-wgFIRSaB nOlBxMgw6_etIgmNa0dvkiR4z1_5GezGX12 14-7-8 2x4 II 5x6 = 7-3-12 7-3-12 7-3-12 0.25 112 1.5x4 11 2 5 4x10 = 7-3-12 9 14-7-8 7-3-12 3x8 = 3 4 3x4 II Scale = 1:28.2 Plate Offsets (X,Y) LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD BOT CHORD WEBS 0-3-8,0-1- SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI- TC 0.71 BC 0.31 WB 0.37 Matrix-SH DEFL. in (loc) I/deft Vert(LL) -0.13 5 >999 Vert(CT) -0.22 4-5 >787 Horz(CT) -0.00 4 n/a Wind(LL) 0.07 5 >999 L/d 360 240 n/a 240 PLATES GRIP MT20 220/195 Weight: 71 Ib FT = 0% 2x4 DF No.2 2x4 DF No.2 2x4 DF No.2 *Except' 6-7: 2x6 DF No.2 REACTIONS. (Ib/size) 6=641/0-5.8, 4=641/Mechanical Max Horz 6=160(LC 13) Max Uplift 6=-96(LC 10), 4=-85(LC 14) Max Grav 6=685(LC 20), 4=685(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 1-6=-606/130, 1-2=-2059/313, 2-3=-2060/317, 3-4=-606/126 BOT CHORD 5-6=-409/415 WEBS 1-5=-360/1856, 2-5=-584/154, 3-5=-317/1933 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-10 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied ar 9-9-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 lo 3-9-15, Interior(1) 3-9.15 to 14-5-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members'and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This Truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be OF No,2 crushing capacity of 625 psi, 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4, A, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek© connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP(1 Quality Criteria, OSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek* MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Renville. CA 9565]___ Job 1804941A Truss T05 Truss Type IQty GABLE Ply TUKWILA VILLAGE BUILDING A ROOF R581'9848 Louws Truss, Inc, Ferndale, WA - 98248, 3-3-4 3-3-4 4x4 II 3x10 = 1 2 16 Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:20 2019 Page 1 I D:c97g nyBRMh05wl myCAi B5FzZN 9F-01 pgenbpXhQ2ZW E6gi56ru IXBQvjT22 DBPjep5zGX I1 8-4-5 13.5-5 18-6-6 23-7-7 29-0-0 5-1-1 5-1-1 5-1.1 I 5-1-1 I 5-4-9I 1.5x4 II 3 5x8 = 4 5x6 5 0.25 112 5x12 = 6 17 1 3-3-4 3-5/8 8-4-5 13-5-5 ( 18-8-6 23-7-7 29-0-0 3-3-4 0- -4 4-10-13 5-1-1 5-1-1 5-1-1 5-4-9 Scale: 114` 3x6 = 15 8 3x6 = Plate Offsets (X,Y)--[2:0-3-8,0-1-8],[5:0-3-0,0-3-0j,[11:0-7-0,0-3-01 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IBC2015/TP12014 CSI. TC 0.78 BC 0.53 WB 0.80 Matrix-SH DEFL. in (loc) 1/deli Lid Vert(LL) -0.43 10-11 >716 360 Vert(CT) -0.72 10-11 >426 240 Horz(CT) 0.09 8 n/a n/a Wind(LL) 0.20 10-11 >999 240 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 126 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-13 oc purlins, BOT CHORD 2x4 DF 2400F 2.0E except end verticals. WEBS 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 8-15: 2x6 DF No.2 WEBS 1 Row et midpt 6-6 REACTIONS. All bearings 3-5-8 except (jt=length) 8=0-5-8. (Ib) - Max Horz 14=71(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) except 14=-202(LC 20), 8=-118(LC 14), 13=-179(LC 10) Max Gray All reactions 250 Ib or less at joint(s) 14 except 8=1228(LC 20), 13=1830(LC 20), 13=1651(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 1-2=-38/341, 2-3=-3089/305, 3-4=-3087/308, 4-5=-4660/475, 5-6=-4664/479 BOT CHORD 13-14=-335/75, 12-13=-335/75, 11-120-455/4875, 10-11=-455/4875, 9-10=-284/3042, 8-9=-284/3042 WEBS 2-13=-1491/199, 2-12=-350/3523, 3-12=-332/92, 4-12=-1868/190, 5-10=-388/95, 6-10=-161/1704, 6-8=-3097/298 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3.8-15, Interior(1) 3-8-15 to 28-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 pending. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 bads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 202 Ib uplift at joint 14, 118 Ib uplift at joint 8 and 179 Ib uplift at joint 13, AWARNING - Verify design parameters and READ NOTES ON TIPS AND INCLUDED MITER REFERENCE PAGE Mtt-7473 rev. 10/0312515 BEFORE USE. Design valid for use only with MiTekt9 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria,, OSB-89 and &CS! Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. N MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95561 Job Truss Truss Type Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119849 1804941A T06 Monopitch 151 1 Job Reference (optional) Louws Truss, Inc, 1 -3-0-0 3-0-0 Femdale, WA - 98248, -♦ 5x8 = 15 5-4-8 5-4-8 1 1.5x4 II 3 10-5-8 5-1-0 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:21 2019 Page 1 I D:c9?gnyB RMh05wImyCAiB5FzZN9F-sDN3r7cRI?YvBgpJDPcLN5mFgEtCWVNQ3TCLXzGX10 15-6-8 20-7-8 26-0-0 5-1-0 } 5.1-0 5-4-8 Scale = 1:47.5 0.25 F12 3x6 = 14 7x8 = 1.5x4 11 5x12 = _ 4 5 6 16 7 1 3 3x4 II 12 11 10 6x16 = 1.5x4 II 5x14 M18SHS = 5-4-8 10-5-8 5-4-8 5-1-0 Plate Offsets (X,Y)--[2:0-3-7,0-2-8],[4:0.3.12,0-4-81,[10:0.7.0,0-3-01 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 15-6-8 5-1-0 9 1.5x4 II ( 20-7-8 [ 26-0-0 5-1-0 5-4-8 8 3x8 = 0 ro SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.50 BC 0.53 WB 0.72 Matrix-SH DEFL. in (loc) I/deft Ud Vert(LL) -0.42 10-11 >730 360 Vert(CT) -0.71 10-11 >431 240 Horz(CT) 0.10 8 n/a n/a Wind(LL) 0.20 10-11 >999 240 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 142 Ib FT = 0 LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins, BOT CHORD 2x4 DF 2400F 2.0E except end verticals. WEBS 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-14: 2x6 DF No.2 6-0-0 oc bracing: 12-13. WEBS 1 Row at midpt 6 8 REACTIONS. (Ib/size) 13=1387/0-5-8, 8=1140/0-5-8 Max Horz 13=72(LC 11) Max Uplift 13=-221(LC 10), 8=-119(LC 14) Max Gray 13=1545(LC 21), 8=1263(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-1474/242, 2-3=-3793/345, 3-4=-3790/348, 4-5=-5119/504, 5-6=-5119/507 BOT CHORD 11-12=-490/5385, 10-11=-490/5385, 9-10=-298/3223, 8-9=-298/3223 WEBS 2-12=-357/3743, 3-12=-301/87, 4-12=-1659/202, 4-10=-280/22, 5-10==-418/97, 6-10=-180/1985,6-8=-3214/307 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4,2psf; BCDL=4,8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -3-0-0 to 0-7-3, Interior(1) 0-7-3 to 25-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 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 requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 221 Ib uplift at joint 13 and 119 Ib uplift at joint 8. WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll•7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate This design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Oty Ply TUKW/LA VILLAGE BUILDING A ROOF R58119850 1804941A GE01 Monopitch Supported Gable 10 1 Job Reference (optional) ouws Truss, Inc, -3-0-0 3-0-0 Femdale, WA- 98248, 0.25 12 5x6 = 2 4 39 38 37 5x6 II 6x6 5x6 = 6 7 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:25:58 2019 Page 1 I D:c9?g nyB RMh05wl myCAiB5FzZN9 F-1 oU M 1 GKtiixfAw8ZuN4iyyFOrhYPbJ8l_8_OU 1 MzGX I N 26-0-0 26-0-0 Scale: 1 /4"=1" 5x6 = 9 10 11 12 13 14 15 16 17 18 19 20 35 34 33 32 31 30 29 28 27 26 25 24 23 22 5x6 26-0-0 21 6x6 = 3x6 II 26-0-0 40 Plate Offsets (X,Y)-- LOADING (psf) TCLL 25.0 (Root Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 2:0-3-0,03-0] SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.53 BC 0.46 WB 0.65 Matrix-SH DEFL. in (loc) 1/dell Ud Vert(LL) -0.00 2 n/r 120 Vert(CT) -0.02 1-2 n/r 80 Horz(CT) -0.02 29 n/a n/a PLATES GRIP MT20 220/195 Weight: 122 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-6-11 oc purlins, 1-7: 2x6 DF No.2 except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 3-7-15 oc bracing. WEBS 2x4 DF No.2 'Except* 21-40: 2x6 DF No.2 OTHERS 2x4 DF No.2 REACTIONS. All bearings 26-0-0. (Ib) - Max Horz 39=72(LC 42) Max Uplift All uplift 100 Ib or less at joint(s) 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 36, 37 except 39=-2431(LC 39), 21=-2192(LC 42), 22=-2299(LC 39), 34=-247(LC 48), 35=-298(LC 39), 38=-2174(LC 42) Max Gray All reactions 250 Ib or less at joint(s) 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 36, 37 except 39=2392(LC 60), 21=2219(LC 59), 22=2359(LC 60), 34=288(LC 31), 35=337(LC 60), 38=2270(LC 39) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-39=-2362/2403, 2-3=-3404/3382, 3-4=-2944/2916, 4-5=-2610/2585, 5-6=-2274/2250, 6.7=-1952/1930,7-8=-1667/1644, 8-9=-1299/1279, 9-10=-964/944, 10-11=-630/613, 11-12=-296/280, 12-13=-432/419, 13-14=-765/753, 14-15=-1098/1088, 15-16=-1430/1422, 16-17=-1763/1756, 17-18=-2095/2090, 18-19=-2428/2424, 19-20=-3037/3035, 20-21=-2174/2195 BOT CHORD 38-39=-422/408, 37-38=2938/2931, 36-37=-2572/2597, 35-36=-2272/2264, 34-35=-1938/1931,33-34=-1631/1625,32-33=1298/1291,31-32=-964/9,58, 30-31=-631/625, 29-30=-298/291, 28-29=-435/429, 27-28=-769/762, 26-27=-1102/1096, 25-26=-1435/1429, 24-25=-1769/1762, 23-24=-2069/2096, 22-23=-2435/2429, 21.22=-574/588 WEBS 7-34=-273/263, 6-35=-320/309, 3-38=-88/383, 2-38=-3910/3917, 20-22=-3723/3716 NOTES- 1) Wind: ASCE 7-10; Vuit=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -3-0-0 to 0-7-3, Exterior(2) 0-73 to 25-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 psi (eat 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 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. drainage to orevent water pondin WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev. 10/03/2015 BEFORE USE. Designvalid for use only with MiTekE connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P17 Quality Criteria, O58.89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 MiTek MiTek USA. Inc. 400 Sunrise Avenue, Suite 270 Roseville CA95861 N Job Truss Truss Type Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119850 1804941A GE01 Monopitch Supported Gable 10 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:25:59 2019 Page 2 ID:c9?gnyBRMh05wImyCAiB5FzZN9F-V_2kEcLeTEn1YH84xoDBUTx?QyIg2a77Me81ZozGXIM NOTES- 7) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 8) All plates are 1.5x4 MT20 unless otherwise indicated. 9) Gable requires continuous bottom chord bearing. 10) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 11) Gable studs spaced at 1-4-0 oc. 12) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 13) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 14) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 15) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 36, 37 except (jt=Ib) 39=2431, 21=2192, 22=2299, 34=247, 35=298, 38=2174. 16) This truss has been designed for a total drag load of 250 pif. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads.along bottom chord from 0-0-0 to 26-0-0 for 250.0 plf. 17) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. ® WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for en individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DS13•89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Ouaoadlllltt GA 9560 Job Truss Truss Type Oty Ply TUKWILA VILLAGE 13UILDING A ROOF R58119851 1804941A T07 Monopitch 3 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, 3x10 = 4 2x4 II .240 s Dec 62018 Mllek Industries, Inc. Iue May 14 lb:Zti:31 ZU1`J Page ID:c9?gnyBRMh05wImyCAiB5FzZN9F-ZBzryYjjxil pUNCaEpWohnCFSVrgyX37rjdukgyzGXHs 4-6-1 ( 8-8-11 12-11-4 17-1-13 21-4-7 25-10-8 4-6-1 4-2-9 4-2-9 4-2.9 4-2-9 4-6-1 1_5x4 II 16 2 13 5x12 = 5x8 ._. 3 12 5x14 M18SHS = 4-6-1 8-8-11 4-6-1 4-2-9 5x6 = 4 11 3x8 = 5x8 = 5 10 504 M18SHS 0.25 r2 1.5x4 II 6 17 9 4x12 = Scale = 1:43.1 5x6 = 15 2x4 II 12-11-4 17-1-13 21-4-7 25-10-8 4-2-9 4-2-9 4-2-9 4-6-1 Plate Offsets (X,Y)--[4:0-3-0,0-3.01,[10:0.7-0,0-3-01,[12:0-7-0,0-3-01 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress (nor YES Code IBC2015/TP12014 CSi, TC 0.58 BC 0.49 WB 0.65 Matrix-SH DEFL. in (loc) I/deft Ud Vert(LL) -0.43 11-12 >705 360 Vert(CT) -0.73 11-12 >420 240 Horz(CT) 0.09 8 n/a n/a Wind(LL) 0.20 11 >999 240 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 118 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-13 oc puffins, BOT CHORD 2x4 DF 2400F 2.0E except end verticals. WEBS 2x4 DF No.2 `Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 ac bracing. 8-15: 2x6 DF No.2 REACTIONS. (Ib/size) 14=1148/0-4-0, 8=1148/0-5-8 Max Horz 14=71(LC 11) Max Uplift 14=-126(LC 10), 8=-122(LC 14) Max Gray 14=1264(LC 20), 8=1264(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-14=-1192/140, 1-2=-3361/329, 2-3=-3360/332, 3-4=-5228/529, 4-5=-5228/531, 5-6=-2665/293, 6-7=-2665/296, 7-8=-1203/138 BOT CHORD 12-13=-465/4981, 11-12=-465/4981, 10-11=-419/4437, 9-10=-419/4437 WEBS 1-13=-334/3360, 2-13=-333/86, 3-13=-1719/177, 3-11=-29/256, 4-11=-321/80, 5-11=-77/843, 5-9=-1905/184, 6-9=-337/85, 7-9=-269/2798 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=2511; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1.12 to 3.8-15, Interior(1) 3-8-15 to 25-7-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator 10 increase plate sizes to account for these factors, 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 Ib uplift at joint 14 and 122 Ib uplift at joint B. May 15,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1,411.7472 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTekN connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DS13.89 and BCS& Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 9550 Job Truss Truss Type Qty Ply TUKWILA VILLAGE SUILDING A ROOF R58119852 1804941A TO6A Monopilch 2 1 Job Reference (optional) ouws Truss, Inc, Femdale, WA - 98248, -5-10-8 5-10-8 15 x8 = 5.4.8 5-4-8 7x8 = 3 10.5-8 5-1-0 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:23 2019 Page I D:c9?g nyBRMh05wImyCAiB5FzZN9F-ocUpGpdiq codQzzhLgfpS W w5edwagQUfu NyJPPzGX I_ 15-6-8 20-7-8 26-0-0 5-1-0 5-1-0 5-4-8 4x10 = 4 7x8 = 5 0.25 112 5x12 6 16 Scale = 1:54.0 3x6 = 14 7—i -5-10-8 3 12 3x4 II 5x12 = 8 10-5-8 5-10-8 8-4-8 5-1-0 Plate Offsets (X,Y)-- [2:0-3-8,0-2-8], j3:0-4-0,0-4-81, [5:0.4-0,0-4-8], f11:0-7-0,0-3-0j LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress !nor YES Code IBC2015/TP12014 CBI. TC 0.64 BC 0.52 WB 0.75 Matrix-SH 11 5x14 M18SHS 10 9 8 5s8 = 1.5x4 II 3x8 = 15-6-8 20-7-8 26-0-0 5-1-0 5-1-0 ( 5-4-8 DEFL. in (loc) I/defl Lid Vert(LL) -0.41 10-11 >742 360 Vert(CT) -0.70 10-11 >441 240 Horz(CT) 0.10 8 n/a n/a Wind(LL) 0.19 10-11 >999 240 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 148 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-12 oc purlins, BOT CHORD 2x4 DF 2400F 2.0E except end verticals. WEBS 2x4 DF No.2 *Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-14: 2x6 DF No.2 6-0-0 oc bracing: 12-13. WEBS 1 Row at midpt 6-8 REACTIONS. (Ib/size) 13=1510/0-5-8, 8=1125/0-5-8, 1=88/Mechanical Max Horz 13=74(LC 11) Max Uplift 13=-208(LC 10), 8=-118(LC 14), 1=-37(LC 10) Max Gray 13=1692(LC 21), 8=1254(LC 21), 1=104(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=-1626/228, 2-3=-3534/319, 3-4=-3529/322, 4.5=-5039/501, 5.60-5039/504 BOT CHORD 11-12=-474/5252, 10-11=-474/5252, 9-10=-293/3192, 8-9=-293/3192 WEBS 2-12=-344/3619,4-12=-1791/195, 5-10=-416/96, 6-10=-174/1934,6-80-3182/302 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-5-9-12 to-2-2-9, Interior(1) -2-2-9 to 25-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) All plates are MT20 plates unless otherwise indicated, 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 10) Refer to girder(s) for truss to truss connections, 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 Ib uplift at joint 13, 118 Ib uplift at joint 8 and 37 Ib uplift at joint 1. ARNING - Verily design parameters and READ NOTES ON TIES AND INCLUDED MITER REFERENCE PAGE MRF7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekiS3 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP# Quality Criteria, DSB-89 and SCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 iTek' k USA, Inc. 440 Sunrise Avenue, Suite 270 Roseville. CA 9560_ Job Truss Truss Type Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119853 1804941A GE02 Monopitch Supported Gable 1 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:00 2019 Page 1 ID:c9?gnyBRMh05wImyCAiB5FzZN9F-zAb6RyLGEYvu9RjGWkQ1 gTBYMCUnAcHbltb5FzGXI L -3-0-0 3-9-0 3-0-0 0.25 12 4x4 = 2 10 9 3x6 II 6x6 = 1 1.5x4 II 3 8 3-9-0 3.9.0 1.5x4 II 4 7 6x6 = 4x4 = 3x6 II 5 6 3-9-0 Scale = 1:12.8 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x6 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 OTHERS 2x4 DF No.2 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.50 BC 0.05 WB 0.12 Matrix-P DEFL. in (loc) I/defl LJd Vert(LL) 0.01 1 n/r 120 Vert(CT) -0.01 1 n/r 80 Horz(CT) 0.00 7 n/a n/a PLATES GRIP MT20 220/195 Weight: 27 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 3-9-0. (Ib) - Max Horz 9=34(LC 41) Max Uplift All uplift 100 Ib or less at joint(s) except 9=-720(LC 39), 6=-468(LC 42), 7=-490(LC 39), 8=-502(LC 32) Max Gray All reactions 250 Ib or less at joint(s) except 9=904(LC 20), 6=491(LC 39), 7=521(LC 60), 8=578(LC 39) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-9=-898/723, 2-3=-433/431, 4-5=-460/461, 5-6=-487/478 BOT CHORD 8-9=-285/285, 6-7=-309/314 WEBS 3-8=-249/640, 2-8=-729/745, 5-7=-701/720 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -3-0-0 to 0-7-3, Exterior(2) 0-7-3 to 3-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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/MI 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 20.0 psf or 2.00 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 8) Gable requires continuous bottom chord bearing, 9) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 10) Gable studs spaced at 1-4-0 oc. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 13) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 720 Ib uplift at joint 9, 468 Ib uplift at joint 6, 490 lb uplift at joint 7 and 502 Ib uplift at joint 8. 15) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 3-9-0 for 250.0 plf. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 MiTek° MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 gOsaville. CA 95551 Job Truss Truss Type Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119854 1804941A GE03 Monopilch Supported Gable 1 1 Job Reference (optional) Louws Truss, Inc, -3-3-8 3-3-8 1 Ferndale, WA - 98248, 0.25 112 x6 = 4 5x6 = 6 7 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:03 2019 Page 1 I D:c9?gnyB RMh05wImyCAi85Fz2N9F-OIHF4z09XTHT0vRrAd I7f15g7Z6m_Ooj HG6F iazGX I I 25-8-8 25-8-8 Scale: 114"=1 5x6 = 10 11 12 13 14 15 16 17 18 19 20 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 3x6 M18SHS II 6x6 = 5x6 25-8-6 21 6x6 = 3x6 II 25-8-8 40 Plate Offsets (X,Y)-- [32:0-3-0,0.3-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSt. TC 0.61 BC 0.46 WB 0.67 Matrix-SH DEFL, in (loc) 1/defl Lid Vert(LL) -0.00 2 n/r 120 Vert(CT) -0.03 1-2 n/r 80 Horz(CT) -0.02 29 n/a n/a PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 120 Ib FT = 0 LUMBER- BRACING - TOP CHORD 2x4 DF No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 3-6-9 oc purlins, 1-6: 2x6 DF No.2 except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 3-8-0 oc bracing. WEBS 2x4 DF No.2 *Except` 21-40: 2x6 DF No.2 OTHERS 2x4 DF No.2 REACTIONS. All bearings 25-8-8, (Ib) - Max Horz 39=72(LC 41) Max Uplift All uplift 100 Ib or less at joint(s) 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34 except 39=-2811(LC 39), 21=-2203(LC 42), 22= 2311(LC 39), 35=-224(LC 48), 36=-284(LC 39), 37=-120(LC 40), 38=-2521(LC 60) Max Gray All reactions 250 Ib or less at joint(s) 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 37 except 39=2754(LC 60), 21=2229(LC 59), 22=2371(LC 60), 35=269(LC 31), 36=324(LC 60), 38=2624(LC 39) FORCES, (Ib) - Max. Comp./Max, Ten, - All forces 250 (Ib) or less except when shown. TOP CHORD 2-39=-2720/2770, 2-3=-3317/3296, 3-4=-2932/2903, 4-5=2596/2569, 5.6=-2273/2248, 6.7=-1988/1962,7-8=-1619/1596, 8-9=-1284/1262, 9-10=-950/930, 10-11=-616/597, 11.12=-281/264,12-13=-447/432,13.14=-780/766,14-15=-1112/1101,15-16=-1445/1435, 16-17=-1778/1769, 17-18=-2109/2103, 18-19=-2443/2437, 19-20=-3051/3048, 20-21=-2183/2205 BOT CHORD 38-39=-344/333, 37-38=-2926/2919, 36-37=-2559/2586, 35-36=-2259.12244, 34-35=-1951/1945, 33-34=-1617/1612, 32-33=-1284/1278, 31-32=-951/945, 30-31=-617/612, 29-30=-284/278, 28-29=-451/445, 27.28=-784/778, 26-27=-1117/1112, 25.26=-1451/1445,24-25=-1784/1778,23-24=-2084/2112,22-23=-2451/2445, 21.22=-574/588 WEBS 6-35=-252/242, 5-36=-312/302, 3-38=-103/517, 20-22=-3741/3736, 2-38=-4031/4038 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=2511; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -3-3-8 to 0-1.12, Exterior(2) 0-1-12 to 25-5-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 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 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6 Provide adequate drainage o prevent_water pondin A - Verify design parameters and READ NOTES ON MIS AND INCLUDED MITEK REFERENCE PAGE Mtr-74T3 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekE connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPri Quality Criteria, DSB•89 and SCSI Building Component Safety information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss 1804941A GE03 Truss Type Monopitch Supported Gable Qty Ply 1 TUKWILA VILLAGE BUILDING A ROOF R58119854 Louws Truss, Inc, Ferndale, WA - 98248, Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:04 2019 Page 2 ID:c9?gny8RMh05wImyCAiB5FzZN9FF-syrdHJOnIn PKe302kLpMB WertzS jr2sWwroE0zGXIH NOTES- 7) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors, 8) All plates are MT20 plates unless otherwise indicated. 9) All plates are 1.5x4 MT20 unless otherwise indicated. 10) Gable requires continuous bottom chord bearing, 11) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 12) Gable studs spaced at 1-4-0 oc. 13) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 14) ' This truss has been designed for a live load of 20.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. 15) All bearings are assumed to be DF No.2 crushing capacity of 625 psi, 16) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34 except (jt=1b) 39=2811, 21=2203, 22=2311, 35=224, 36=284, 37=120, 38=2521. 17) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1,33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 10 25.8-8 for 250.0 plf. 18) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated, WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ME-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with Weir® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicabitty of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andtor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, S,iite 312, Nexandrra, VA 22314. Tek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 'Job 1804941A Truss T08 Truss Type Monopilch Qty Ply 1 TUKWILA VILLAGE BUILDING A ROOF R58119855 ouws Truss, Inc, Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:32 2019 Page 1 ID:c9?gny8RMh05wImyCAi85FzZN9F-1KXD9ukLiNxL?M9QNDJwKQocPFvvGVq_yHdHDOzGXHr -3-3-8 6-1-1 11-10-10 I 17-8-3 23-5-12 I 25-2-8 { 3-3-8 6-1-1 5-9-9 5-9-9 5-9-9 1-8-12 Plate Offsets (X,Y)-- Ferndale, WA- 98248, 5x8 = 2 3 3x4 II 6-1-1 6-1-1 (2:0-3-7,0-2-81,111:0-7-0,0.3-0) 5x6 3 12 6x16 11-10-10 5-9-9 LOADING (psf) TCLL 25,0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CS!. TC 0.70 BC 0.95 WB 0.74 Matrix-SH 3x10 = 11 5x14 M18SHS DEFL. in Vert(LL) -0.38 Vert(CT) -0.63 Horz(CT) 0.07 Wind(LL) 0.18 0.25 (12 1.5x4 II 10 6x12 = 15 Scale = 1:46.6 5x12 = 3x6 = 14 6 7 8 1_5x4 Ii 3x6 17-8-3 23-512 2 8II8 25-2.8 5-9-9 5-9-9 0- -12 1-6-0 I (loc) I/defl Lid 11 >744 360 11 >442 240 9 n/a n/a 11 >999 240 PLATES MT20 M18SHS GRIP 220/195 220/195 Weight: 126 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-4-2 oc purlins, 1-3: 2x6 DF No.2 except end verticals. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 DF No.2 *Except' 8-14: 2x6 DF No.2 REACTIONS. (Ib/size) 13=1304/Mechanical, 9=1172/0-5-8 Max Horz 13=72(LC 13) Max Uplift 13=-220(LC 10), 9=-122(LC 14) Max Gray 13=1452(LC 21), 9=1297(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 2-13=-1379/244, 2-3=-3606/332, 3-4=-3562/325, 4-5=-3073/312, 5-6=-3073/316 BOT CHORD 11-12=-395/4398, 10.11=-400/4386 WEBS 2.128-348/3566, 3-12=-384/105, 4-12=-872/128, 4-10=-1363/127, 5-10=-448/112, 6-10=-285/3074,6.9=-1122/166, 6-875-258/29 NOTES- 1) Wind: ASCE 7-10; Vult=l10mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed: MWFRS (envelope) gable end zone and C-C Exterior(2) -3-3-8 to 0-1-12, Interior(1) 0.1-12 to 24-11-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 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 requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions, It is the responsibility of the fabricator to increase plate sizes to account for these factors, 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 9) " This truss has been designed for a live load of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 11) Refer to girder(s) for truss to truss connections. 12)Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 220 Ib uplift at joint 13 and 122 Ib uplift at joint 9. May 15,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M8.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an indiv,duat building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI7 Quality Criteria, 058-89 and BCS8 Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Oty Ply TUKWILA VILLAGE BUILDING A ROOF R58119856 1804941A Louws Truss, Inc, Ferndale, WA - 98248, 4x4 = T10 FLAT GIRDER 1 1 Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:34 2019 Page 1 I D:c9?g n yB RMh05wl myCAiB5FzZN9 F- jfzaambE783EgJpUeLOPrt6J3oska5FIPb6OHHzGXFIP 1-10-0 3-10-0 5-10-0 6-9-0 1-10-0 2-0-0 2-0-0 0-11-4 SNP3 3x4 = 2 SN P3 1.5x4 II 3 SNP3 3x4 = 4x4 = 4 5 0 1.5x4 II 1-10-0 3x4 = 9 3-10-0 3x8 = 8 5-10-0 7 6 3x4 = 1.5x4 it 6-9-0 1-10-0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 10,0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 LUMBER - TOP CHORD 2x6 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 2-0-0 2-0-0 0-11-0 Scale = 1:13.7 CSI, TC 0.03 BC 0.03 WB 0.06 Matrix-P DEFL. in (lec) 1/defl L/d Vert(LL) -0.00 8 >999 360 Vert(CT) -0.00 8 >999 240 Horz(CT) -0.00 6 n/a n/a Wind(LL) 0.00 7 "" 240 PLATES GRIP MT20 2201195 Weight: 38 Ib FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied ar 10-0-0 oc bracing. REACTIONS. All bearings 6-9-4. (Ib) - Max Horz 10=-31(LC 6) Max Uplift All uplift 100 Ib or Tess at joint(s) 10, 6, 9, 7 except 8=-107(LC 6) Max Gray All reactions 250 Ib or Tess at joint(s) 10, 6, 6 except 9=432(LC 1), 8=568(LC 1), 7=389(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-8=-454/108, 4-7=-359/87, 2-9=-395/95 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical lett and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for This design. 4) Provide adequate drainage to prevent water ponding, 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. 11 is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 10, 6, 9, 7 except (jt=1b) 8=107. 10) Use USP SNP3 (With 6-8d x 1-1/2 nails into Girder & 6-8d x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 1-10-0 from the left end to 5-10-0 to connect truss(es) to front face of lop chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) A minimum of (6) 8d x 1-1/2" nails are required into each member for SNP3 installation. All nailing is required in face of supported chords. For sloped applications, flanges may protrude above or below truss chords, Bending of extended flanges is permitted, 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-70, 6-10=-20 Concentrated Loads (Ib) Vert: 3=-297(F) 4=-305(F) 2=-297(F) May 15,2019 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MOTEK REFERENCE PAGE MI57473 rev. 10/03/2075 BEFORE USE. Design valid for use only with MiTek@ connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate 11ils design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPti Quality Criteria, DS8-89 and BCSt Building Component Safety Information available from Truss Plate institute, 218 N. tee Street, Suite 312, Alexandria, VA 22314. 1 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 15581 Job Truss Truss Type Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119857 1804941A T09 Monopitch 3 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, -o 8.240 s Dec 6 2018 MiTek Industnes, Inc. Tue May 14 16:2b:33 2019 Page 1 ID:c9?gnyBRMh05wImyCAiB5FzZN9F-WX5bNEIzTh3CdWkcwxg9sdLkhfSd?7988xNelgzGXHq 3-9-0 0-0 0.25 12 -6-0-0 2 6x6 -_ 5 1.5x4 II 3-9-0 3x4 3x4 II 3 4 9-9-0 Scale = 1:19.1 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING. 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IBC2015/TP12014 CS!. TC 0.86 BC 0.09 WB 0.04 Matrix-SH DEFL. in (loc) I/defl Lid Vert(LL) -0.25 5 >460 360 Vert(CT) -0.37 5 >314 240 Horz(CT) 0.13 4 n/a n/a Wind(LL) 0.12 5 >929 240 PLATES GRIP MT20 220/195 Weight: 33 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc purtins, BOT CHORD 2x4 DF No.2 except end verticals, WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=346/Mechanical, 4=391/Mechanical Max Horz 1=35(LC 11) Max Uplift 1=-85(LC 14), 4=-66(LC 10) Max Gray 1=367(LC 21), 4=411(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-325/70 BOT CHORD 4-5=-52/251 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vesd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25f1; Cat. II; Exp B: Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2)-5-11-4 to-2-4-1, Interior(1) -2-4-1 to 3-7-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 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 85 Ib uplift at joint 1 and 66 Ib uplift at joint 4. A, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M8-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer muss verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPfl Quality Criteria, OS8-89 and SCSI Building Component Safety reformation available from "truss Plate institute, 218 N. Lee Street, Sbite 312, Alexandria, VA 22314, MiTek° MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95551 Job 1804941A Truss T15 Truss Type Monopitch Girder lQty Ply 1 TUKWILA VILLAGE BUILDING A ROOF R58119858 ouws Truss, Inc, Ferndale, WA - 98248, 5-1-2 9-10-12 Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tun May 14 16:26:39 2019 Page 1 ID:c9?gnyBRMh05wImyCAiB5FzZN9F-KhSsdHpk2kpMLRBmHB*Z6ubrj416Phy0Zsg9zUzGXHk 14-8-6 19-9-8 4-9-10 5-1-2 3x8 = 5-1-2 4-9-10 5x6 = 3x10 = 3 2 0.25 12 1.5x4 II 4 Scale c 1:32.8 5x6 = 11 10 4x4 II nn 12 JL24 9 6x16 5-1-2 9-10-12 13 7x8 = JL24 14-8-6 8x12 = 19-9-8 6 3x4 II 5-1-2 4-9-10 4-9-10 5-1-2 Plate Offsets (X,yj-- j2:0-3-0,0-3-0}, [8:0-4-0,0-41_[9 0-5-12,0-3-4] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCOL 10.0 LUMBER - TOP CHORD BOT CHORD WEBS SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CST, TC 0.57 BC 0.92 WB 0.59 Matrix-SH DEFL, in (loc) I/deft Vert(LL) -0.22 7-8 >999 Vert(CT) -0.37 7-8 >622 Horz(CT) 0.04 6 n/a Wind(LL) 0.12 7-8 >999 Lid 360 240 n/a 240 PLATES GRIP MT20 220/195 Weight: 104 Ib FT = 0 2x4 DF No.2 2x6 DF No.2 2x4 DF No.2 *Except' 6-11: 2x6 DF No.2 REACTIONS. (Ib/size) 10=1146/Mechanical, 6=1073/0-5-8 Max Horz 10=69(LC 7) Max Uplift 10=-167(LC 6), 6=-136(LC 10) Max Gray 10=1220(LC 16), 6=1147(LC 16) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 1-10=-1030/155, 1-2=-3198/420, 2-3=-3198/423, 3.4=-2826/386, 4-5=-2826/388, 5-6=-1057/151 BOT CHORD 8-9=-544/4273, 7-8=-544/4273 WEBS 1-9=-403/3079, 2-9=-378/101, 3-9=-1130/168, 3-8=-22/419, 3-7=-1519/212, 4-7=-380/99, 5-7=-351/2838 NOTES- 1) Wind: ASCE 7-10; VUII=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; 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) Provide adequate drainage to prevent water pending. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. 11 is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed 10 be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of Truss 10 bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 10=167,6=136. 11) Use USP JL24 (With 4-10d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent spaced at 8-4-9 oc max. starting at 2-5-4 from the left end to 10-9-12 to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOYES ON THIS AND INCLUDED MWTEK REFERENCE PAGE Mrt-7473 rev. 10103112015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PU Quality Criteria, OSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job ITruss Truss Type Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119858 1804941A T15 Monopitch Girder Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-70, 6-10=-20 Concentrated Loads (Ib) Vert: 12=-138(B) 13=-333(B) 8.240 s Dec 6 2018 MiTek lndustnes, Inc. Tue May 14 16:26:39 2019 Page 2 ID:c97gnyBRMh05wIrnyCAiB5FzZN9F-Kh5sdHpk2XpMLRBrnFIBa6ubrj416Phy0Zsq9zUzGXHk A, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system, Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, 0S8-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job 1804941A Truss T16 Truss Type Monopitch Girder ty Ply TUKWILA VILLAGE BUILDING A ROOF R58119859 Louws Truss, Inc, 3x8 = Ferndale, WA - 98248, 5-1-2 5-1-2 9-10-12 4-9-10 5x6 2 1 Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:40 2019 Page 1 ID:c9?gnyBRMh05wImyCAiB5FzZN9F-ot0ErdgMpryDybmyrvSof670mUkA88jAoWZiVwzGXHj 14-8-6 19-9-8 4-9-10 5-1-2 3x10 = 3 0.25 112 1.5x4 11 4 Scale = 1:32,8 5x8 = 11 5 10 4x4 II 1 9 5x12 = 5-1-2 5-1-2 9-10-12 4-9-10 8 12 13 JL24 7x8 = 5x12 = JL24 14-8-6 19-9-8 4-9-10 I 5-1-2 6 3x4 II Plate Offsets (X,Y)-- (2:0-3-0,0.3-011:0-4-0,0-4-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSt, TC 0.55 BC 0.48 WB 0.62 Matrix-SH DEFL. in (loc) I/defl Vert(LL) -0.22 7-8 >999 Vert(CT) -0.37 7-8 >634 Horz(CT) 0.03 6 n/a Wind(LL) 0.11 7-8 >999 Lid 360 240 n/a 240 PLATES GRIP MT20 220/195 Weight: 104 lb FT = 0% LUMBER - TOP CHORD BOT CHORD WEBS 2x4 DF No.2 2x6 DF 2400F 2.0E 2x4 DF No.2 `Except* 6-11: 2x6 DF No.2 REACTIONS. (Ib/size) 10=1058/Mechanical, 6=1240/0-5-8 Max Horz 10=69(LC 7) Max Uplift 10=-135(LC 6), 6=-174(LC 10) Max Gray 10=1132(LC 16), 6=1314(LC 16) BRACING - TOP CHORD BOT CHORD FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-999/143, 1-2=-3074/372, 2.3=-3074/375, 3-4=-3241/477, 4-5=-3241/480, 5-6=-1184/179 BOT CHORD 8-9=-551/4433, 7-8=-551/4433 WEBS 1-9=-362/2971, 2-9=-378/100, 3-9=-1427/225, 3.8=-9/411, 3-7=-1252/124, 4-7=-370/102, 5-7= S40/3241 Structural wood sheathing directly applied or 3-1-2 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) NI bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections, 10) Provide mechanical connection (by others) of Truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 10=135, 6=174. 11) Use USP JL24 (With 4-10d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent spaced at 3-7-8 oc max. starting al 11-9-4 from the left end to 15-4-12 to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B), LOAD CASE(S) Standard ARMING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M6I.7473 rev. 1010312015 BEFORE USE. n valid far use only with MiTeknl connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSa-a9 and SCSI Building Component Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. MiTek" MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95561 Job Truss Truss Type Oty Ply TUKWILA VILLAGE BUILDING A ROOF R58119859 1804941A T16 Monopitch Girder 2 j 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-70, 6.10=-20 Concentrated Loads (lb) Vert: 12=-355(B) 13=-195(B) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:40 2019 Page 2 I D:c9?gnyB RMh05wImyCAiB5FzZN9F-ot0ErdriMpryDybmyrvSof670mUkA88jAoWZiVwzGXHj ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek° MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Job 1804941A Truss lTruss Type T13 FLAT GIRDER Qty 1 TUKWILA VILLAGE EOILOING A ROOF R58119860 Louws Truss, Inc, Femdale, WA - 98248, LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 Job Reference (optional) 8.240 s Dec 6 2018 MiTek IndustEies, Inc. Tue May 14 16:26:37 2019 Page 1 ID:c9?gnyBRMh05w1myCAiB5FzZN9F-01K6CboLIXwZe57209mv51TVcIGmexwej6YL2ubzGXHm 2-9-0 2-9-0 3x4 21.5x4 II 5 JL24 4 1,5x4 11 2-9-0 4x4 2-9-0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.11 BC 0.28 WB 0.00 Matrix-P DEFL. in (loc) 1/dell Ud Verl(LL) -0.00 3-4 >999 360 Vert(CT) -0.01 3-4 >999 240 Horz(CT) -0.00 3 n/a n/a Wind(LL) 0.00 3-4 >999 240 Scale a 1:12,3 PLATES GRIP MT20 220/195 Weight: 16 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (lb/size) 4=353/Mechanical, 3=250/Mechanical Max Horz 4=-39(LC 6) Max Uplift 4=-62(LC 6), 3=-46(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied oi 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCOL=4.2psf: BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Provide adequate drainage to prevent water pending. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection condi(ions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connec(ions_ 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. 11) Use USP JL24 (Wi(h 4-10d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 1-0-8 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) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.1 5, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 3-4=-20 Concentrated Loads (Ib) Vert: 5=-382(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIME REFERENCE PAGE 5t1-7473 rev, 101031205 BEFORE USE Design valid for use only with MiTeleS connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DS8-69 and SCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, MiTek USA, Inc. 400 Sunrise Averme, Suite 270 Job Truss 1804941A T14 Louws Truss, Inc, Femdale, WA - 98248, Truss Type FLAT GIRDER 344 Qty Ply TUKWILA VILLAGE BUILDING A ROOF Job Reference (o_ptional) R58119861 8.240 s Doc 6 2018 MiTek Industdes, Inc. Tue May 14 16:26:38 2019 Page 1 ID:c9?gnyBRMh05w1myCAR35FzZN9F-sUuUQxp6IDhVjHcajUQKZh2n2g98gNi4KC4bC)2zGXHI 2-9-0 2.9-0 21.5x4 11 5 JL24 1.5x4 ii4 4x4 = 2-9-0 2-9-0 Scale 1:11.4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0 0 • BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI, DEFL. in (Ioc) 1/dell Lid TC 0.11 Vert(LL) -0.00 4 >999 360 BC 0.07 Vert(CT) -0.00 3-4 >999 240 WB 0.00 Horz(CT) -0.00 3 n/a n/a Matrix-P Wind(LL) 0.00 4 >999 240 PLATES GRIP MT20 220/195 Weight: 15 lb FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (lb/size) 4=158/Mechanical, 3=138/Mechanical Max Horz 4=-34(LC 6) Max Uplift 4=-33(LC 6), 3=-28(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-0 oc purlins, except end verticals, BOT CHORD Rigid ceiling directly applied of 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=1 10mph (3-second gust) Vesd=87mph; TCOL=4.2psf; BCDL=4.8ps1; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct..1,10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding, 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss has been designed for a live load of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi, 9) Refer to girder(s) for truss to truss connections, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at (oint(s) 4, 3. 11) Use USP JL24 (With 4-10d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent at 1-0-8 from the left end to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 3-4=-20 Concentrated Loads (Ib) Vert: 5=-75(B) May 15,2019 i ARMING Verify design parameters and READ NOTES ON THIS AND INCLUDED WEB REFERENCE PAGE 696-74T3 rev 10/03/2015 BEFORE USG Design valid for use only with MiTek/0 connectors. This design is based only upon parameters shown, and is for an individual building component. not a buss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, OSB-89 and 805! Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek* MiTek USA. Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job 1804941A Truss T11 Truss Type Monopitch IQty TUl<WILA VILLAGE €tUILDING A ROOF R58119862 Louws Truss, Inc, Femdale, WA - 98248, Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:35 2019 Page 1 I D:c9?gny8 RMh05wlmyCAiB 5FzZN9F-SvDLowmD7!Jwspu?2Msdy2QGVT8uT16QeFsxgjzGXHo 2-4-8 1 3x4 = 2-4-8 0.25 12 2 1.5x4 II 1,5x4 II 3x4 = 2-4-8 2-4-8 Scale = 1:11.4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015fTP12014 CSI, TC 0.07 BC 0.04 WB 0.01 Matrix-P DEFL, in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.00 4 >999 360 MT20 220/195 Vert(CT) -0.00 3-4 >999 240 Horz(CT) 0.00 3 n/a n/a Wind(LL) 0.00 4 "" 240 Weight: 12 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc purtins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=94/Mechanical, 3=94/Mechanical Max Herz 4=36(LC 11) Max Uplift 4=-21(LC 10), 3=-10(LC 11) FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, NOTES- 1) Wind: ASCE 7-10; Vutt=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4,8psf; h=25f1; Cal. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1,60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mi1-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, OSB•89 and BCSI Building Component Safety information available front Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tek' MiTek USA, Inc. 400 Sunrise Avenue„ Suite 270 Rosoville. r,A 45561 Job Truss Truss Type Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119863 1804941A T12 Monopitch 1 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:36 2019 Page 1 ID:c9?gnyBRMh05wImyCAiB5FzZN9F-w6nj?GnrmcRrUzTBc3OsUGZPcsSfCS WatubVM9zGXHn 4-5-8 8-11-0 4-5-8 1 3x4 = 8 0.25 112 1.5x4 II 2 9 4.5-8 3x6 = 3 6 1.5x4 II 4-5-8 4-5-8 5 3x8 = 4 2x4 II 8-11-0 4-5-8 tale = 1:16.9 0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CSI. TC 0.24 BC 0.13 WB 0.12 Matrix-P DEFL. in (loc) 1/deft Ud Vert(LL) -0.01 5 >999 360 Vert(CT) -0.02 5-6 >999 240 Horz(CT) -0.00 4 n/a n/a Wind(LL) 0.01 5 >999 240 PLATES GRIP MT20 220/195 Weight: 44 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-7: 2x6 DF No.2 REACTIONS. (lb/size) 6=384/Mechanical, 4=384/0-5-8 Max Horz 6=71(LC 11) Max Uplift 6=-51(LC 10), 4=-34(LC 14) Max Gray 6=401(LC 20), 4=401(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-364/94, 1-2=-605/101, 2-3=-606/104, 3-4=-365/98 WEBS 1-5=-119/642, 2-5=-351/108, 3-5=-98/592 NOTES- 1) Wind: ASCE 7-10; Vult=l lomph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 8-8-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek' 4110.111111181111111121/16 MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA-85661_ Job 1804941A Truss T17 Truss Type Monopitch IQty 3 Ply TUKWILA VILLAGE BUILDING A ROOF R58119864 Louws Truss, Inc, Ferndale, WA - 98248, Job Reference (optional) 8.240 s Dec .6 2018 MiTek Industries, Inc. Tue May 14 16:26:41 2019 Page 1 ID:c9?gnyBRMh05wImyCAiB5FzZN9F-H3ac2zr_a844akL9Ocz1BJgEgtAgtk7J0AJG1NzGXHi 5-3-4 1 1.5x4 If H 5-3-4 0.25 12 3-6-8 5-3-4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10,0 3-6-8 0-2-12 1-6-0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 *Except* 3-6: 2x6 DF No.2 CsL TC 0.35 BC 0.08 WB 0.04 Matrix-P 6 ( Scale = 1:17.1 DEFL. in (loc) I/deft Ltd Vert(LL) -0.00 4.5 >999 360 Vert(CT) -0.01 4-5 >999 240 Horz(CT) -0.00 4 n/a n/a Wind(LL) -0.00 5 >999 240 REACTIONS. (Ib/size) 5=123/Mechanical, 4=318/0-5-8 Max Herz 5=71(LC 11) Max Uplift 5=-39(LC 10), 4=-44(LC 11) Max Gray 5=126(LC 20), 4=324(LC 20) FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 2-4=-281/165 BRACING - TOP CHORD PLATES GRIP MT20 220/195 Weight: 28 Ib FT = 0% Structural wood sheathing directly applied or 5-3-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES• 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 5-0-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) AN bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of Truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 4. May 15,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mt1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPd Quality Criteria, DSB-89 and BCS1 Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek• MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. nA q.y.J ob 1804941A Trus T18 Truss Type Monopitch ty Ply TUKW1LA VILLAGE BUILDING A ROOF R58119865 ouws Truss, Inc, Ferndale, WA - 98248, x Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:42 2019 Page 1 ID:c9?gnyBRMh05wImyCAiB5FzZN9F-IG8?GJscLSCxCuwLyKUGkXDRAHWDcA15Fg2pZpzGXHh 4-7-12 9-3-8 4-7-12 4-7-12 0.25 12 1.5x4 11 3x6 = 2 9 6 1.5x4 II 3x8 = 4-7-12 9-3-8 4 2x4 11 4-7-12 4-7-12 Sale = 1:17.3 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IBC2015/TPI2014 CST, TC 0.23 BC 0.12 WB 0.12 Matrix-SH DEFL. in (loc) I/defl Ud Vert(LL) -0.01 5 >999 360 Vert(CT) -0.02 5-6 >999 240 Horz(CT) 0.00 4 n/a n/a Wind(LL) 0.01 5 >999 240 PLATES GRIP MT20 220/195 Weight: 45 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-7: 2x6 DF No.2 REACTIONS. (Ib/size) 6=401/Mechanical, 4=401/0-5-8 Max Herz 6=71(LC 13) Max Uplift 6=-52(LC 10), 4=-36(LC 14) Max Gray 6=419(LC 20), 4=419(LC 20) FORCES- (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-373/95, 1-2=-639/100, 2-3=-640/103, 3-4=-374/99 WEBS 1-5=-106/623, 2-5=-364/104, 3-5=-113/632 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 9-0-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors, 6) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live Toads. 7) * This Truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mtt-7473 rev. 10103/2015 BEFORE USE, Design valid for use only with MiTekt8 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see .ANSI/TPII Quality Criteria, OS8.89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95561 Job Truss Truss Type Qly Ply TUKWILA VILLAGE BUILDING A ROOF R58119866 1804941A GE04 Monopitch Supported Gable 1 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, 8.240 s Dec 6 2018 MiTek Industlie I0:c97gny8RMh05wImyCAiB5FzZN9F•oKzOl?Q1 g0f1tMAQrmrgGxjlenEWBsq9zEKvJuzGXIF 5-9-0 10 3x6 II 6x6 = 9 5-9.0 0.25 12 8 1.5x4 II 5-9-0 7 6x6 = 6 34 II 5-9-0 nc. Tue May 14 16:26:06 2019 Page 1 11 Scale: 3/4"=1' LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.14 BC 0.08 W B 0.20 Matrix-P DEFL. in (loc) I/def L/d Vert(LL) n/a - n/a 999 Vert(CT) n/a • n/a 999 Horz(CT) -0.00 9 Ma n/a PLATES GRIP MT20 220/195 Weight: 33 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 -Except* 6-11: 2x6 DF No.2 OTHERS 2x4 DF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 5-9-0. (Ib) - Max Horz 10=71(LC 40) Max Uplift All uplift 100 Ib or less at joint(s) 8 except 10=-865(LC 38), 6=-954(LC 41), 7=-977(LC 38), 9=-838(LC 41) Max Gray All reactions 250 Ib or less at joint(s) 8 except 10=883(LC 45), 6=960(LC 42), 7=1012(LC 45), 9=879(LC 58) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-10=-886/871, 1-2=-777/751, 2-3=-415/392, 3-4=-332/312, 4.5=-591/588, 5-6=-952/1025 BOT CHORD 9-10=-527/458, 8-9=-427/404, 7-8=-347/324, 6-7=-274/285 WEBS 1-9=-1168/1232, 5-7=-1140/1099 NOTES- 1) Wind: ASCE 7-10; Vult=l l0mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25f1; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) 0-1-12 to 3-8-15, Exterior(2) 3-8-15 to 5-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), 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) Provide adequate drainage to prevent water ponding. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 13) Provide mechanical connection (by others) of truss 10 bearing plate capable of withstanding 100 Ib uplift al joint(s) 8 except (jt=Ib) 10=865, 6=954, 7=977, 9=838. 14) This truss has been designed for a total drag load of 250 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist dra. loads alonbottom chord from 0-0-0 to 5-9-0 for 250.0 .If WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a Truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary end permanent bracing is always required for stability and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DS8.89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 Tek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply TUKWILA VILLAGE 81JILDING A ROOF R58119867 1804941A T19 Monopitch 1 1 Job Reference (pptional) Louws Truss, Inc, Ferndale, WA - 98248, -3-3-8 8.240 s Dec 6 2018 MITek Industnes, Inc. T16 ue May 14 :2b:43 2019 Page ID:c9?gny8 RMh05wImyCAiB5FzZN9F-D Si NTftE6mKnp2VX W 10VGkl W 1 hoQLevcU UoM6FzGXH g 6-3-12 3-3-8 0.25 12 2 4x6 = 6 6-3-12 1.5x4 II 5 1.5x4 II 6-3-12 4 3x8 = 6-3-12 Scale = 1:18.0 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TPI2014 CS!, TC 0.61 BC 0.38 WB 0.02 Matrix-P DEFL. in (loc) 1/defl Ltd Vert(LL) -0.07 4-5 >999 360 Vert(CT) -0.14 4-5 >524 240 Horz(CT) -0.00 4 n/a n/a Wind(LL) 0.00 5 "" 240 PLATES GRIP MT20 220/195 Weight: 39 Ib FT = 0% LUMBER - TOP CHORD 2x6 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 5=580/Mechanical, 4=202/Mechanica Max Horz 5=35(LC 11) Max Uplift 5=-157(LC 10), 4=-12(LC 14) Max Gray 5=651(LC 20), 4=211(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-590/186 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied of 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasc1=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25f1; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -3-3-8 to 0-1-12, Interior(1) 0-1-12 to 6-2-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25,0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 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 requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joinl(s) 4 except (jt=lb) 5=157. 80 A, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek7 connectors. This design is based onfy upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPti Quality Criteria, OSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTak USA, Inc. 400 Sunrise Avenue, Suite 270 Rosaville CA 95881 ob 1804941A Truss T20 Truss Type Monopitch Qty Ply 1 TUKWILA VILLAGE BUILDING A ROOF R58119868 Louws Truss, Inc, 1 Job Reference (optional) Ferndale, WA - 98248, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:44 2019 Page 1 I D:c9?gnyB RMh05wImyCAiB5FzZN9F-heGlg?ttt3SeRC4k4IXkpyIjS5704581j8YweizGXHf -3-0-0 6-7-4 3-0-0 6-7-4 0.25 12 4x6 = 2 6 7 1.5x4 11 1.5x4 II 6-7-4 4 3x8 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 " BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 6-7-4 H Scale = 1:17.9 CSI. TC 0.50 BC 0.42 WB 0.02 Matrix-P DEFL. in (loc) I/defl L/d Vert(LL) -0.08 4-5 >909 360 Vert(CT) -0.17 4-5 >455 240 Horz(CT) -0.00 4 n/a n/a Wind(LL) 0.00 5 """" 240 PLATES GRIP MT20 220/195 Weight: 40 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=559/0-5-8, 4=229/Mechanical Max Harz 5=35(LC 11) Max Uplift 5=-144(LC 10), 4=-17(LC 14) Max Gray 5=598(LC 20), 4=239(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-5=-535/180 NOTES- 1) Wind: ASCE 7-10; Vult=l lomph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -3-0-0 to 0-7-3, Interior(1) 0-7-3 to 6-5-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live Toads. 5) Provide adequate drainage to prevent water ponding. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be DF No,2 crushing capacity of 625 psi. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=lb) 5=144. May 15,2019 ,®, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Rs,s ollle CA 95661 Job 1804941A Truss T21 Truss Type Monopitch Qty Ply 1 TUKWLA VILLAGE BUiLDING A ROOF R58119869 Job Reference (optio,aI Louws Truss, Inc, Ferndale, WA 98248, 3x4 = 4-5-8 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:45 2019 Page ID:c9?gnyeRMh05w1myCA1B5FzZN9F-9rp7uLuVeNaV3MfwdS2zM9rx2V4pWSvxoHTA8zGXHe 8-11-0 4-5-8 0.25 [12 1.5x4 II 7 2 3x4 = 3 5 4 3x8 = 1.5x4 II 4-5-8 8-11-0 4-5-8 4-5-8 Scale 1:16,4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CS!. TC 0.26 BC 0.13 WB 0.14 Matrix-P DEFL. in (loc) I/defl L/d Vert(LL) -0.02 5 >999 360 Vert(CT) -0,03 5-6 >999 240 Horz(CT) -0.00 4 n/a n/a Wind(LL) 0.01 5 >999 240 PLATES GRIP MT20 220/195 Weight: 41 Ib FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 6=388/Mechanical, 4=388/Mechanical Max Horz 6=42(LC 13) Max Uplift 6=-44(LC 10), 4=-39(LC 14) Max Gray 6=405(LC 20), 4=405(LC 20) FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-368/85, 1-2=-696/91, 2-3=-698/94, 3-4=-368/87 WEBS 1-5=-106/730, 2-5=-388/1 13, 3-5=-1 11/740 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=1 1 Omph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCOL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 8-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4. M=1111111R WARNING Verify design parameters and READ NOTES ON THIS AND INCLU0E0 MITER REFERENCE PAGE h111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeld0 connectors. This design is based only upon parameters shown, ands for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, 008•89 and BCSI Building Component Safety Information evadable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTele MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 ob 1804941A Truss T22 Truss Type Monopitch Ply 1 TUKWILA VILLAGE BUILDING A ROOF R58119870 Louws Truss, Inc, Femdale, WA- 98248, -3-3-8 3-3-8 0.25 12 4x6 = 2 5-3-15 5-3-15 5x8 =_ 3 Job Reference (optional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:46 2019 Page 1 ID:c9?gnyBRMh05wImyCAiB5FzZN9F-d 1 NV5gv7PhiMII WE6B9ZCuNN1 GupYYwU2AS11 iazGXHd 10-4-5 15-8-4 5-0-7 ' 5-3-15 Scale = 1:31.5 1.5,0 II 4x4 = 4 '10 5 1.5x4 II 8 3x6 = 5-3-15 10-4-5 5-3-15 5-0-7 7 5x8 = 6 1.5x4 I! 15-8-4 5-3-15 Plate Offsets (X,Y)-- (3:0-2-8,Edge] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI- TC 0.61 BC 0.42 WB 0.35 Matrix-SH LUMBER - TOP CHORD 2x4 DF No.2 *Except` 1-3: 2x6 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 9=960/Mechanical, 6=666/Mechanical Max Harz 9=43(LC 11) Max Uplift 9=-184(LC 10), 6=-68(LC 14) Max Grav 9=1046(LC 21), 6=721(LC 21) DEFL. in (loc) 1/deft L/d Vert(LL) -0.09 7-8 >999 360 Vert(CT) -0.16 7-8 >999 240 Horz(CT) 0.01 6 n/a n/a Wind(LL) 0.05 7-8 >999 240 PLATES GRIP MT20 220/195 Weight: 80 Ib FT = 0% FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-9=-989/206, 2-3=-1783/155, 3-4=-1757/170, 4-5=-1756/174, 5-6=-663/89 BOT CHORD 7-8=-132/1741 WEBS 2-8=-178/1816, 3 8=-314/93, 4-7=-423/109, 5-7=-163/1747 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -3-3-8 to 0-1-12, Interior(1) 0-1-12 to 15-6-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 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 requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. II is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 10) Refer 10 girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (j1=1b) 9=184. A, WARNING - Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-T473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek€ connectors. This design is based only upon parameters shown, and is for en individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Duality Criteria, 058-89 and SCSI Building Component Safety information available from Trues Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Oly Ply TUKWILA VILLAGE BUILDING A ROOF R58119871 1804941A T23 Monopitch 1 1 Job Reference (optiorel) Louws Truss, Inc, 3x4 = Ferndale, WA - 98248, 3-5-0 3-5-0 3-5-0 3-5-0 8-6-1 5-1-1 3x8 = 2 11 3-6-1,2 8-6-1 4-11-5 8.240 s Dec 6 2018 MiTek Industrres, Inc. Tue May 14 16:26:47 2019 Page 1 ID:c9?gnySRMh05wImyCAIB5FzZN9F-50xuJ0wIA_gDIgpJIt4RRawD0187HMeBP6maF0zGXHc 13-7-3 18-11-12 5-1-1 5-4-9 0.25 112 1.5x4 11 3 3x4 = 4 12 Scale: 3/8-=1' 4x4 = 5 8 7 6 4x10 = 4x4 = 1.5x4 1/ 13-7-3 5-1-1 18-11-12 5-4-9 Plate Offsets (X,Y)-- [2:0-3-8,0-1-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI- TC 0.48 BC 0.39 WB 0.42 Matrix-SH DEFL. in (loc) 1/defl L/d Vert(LL) -0.09 7-8 >999 360 Vert(CT) -0.16 7-8 >999 240 Horz(CT) 0.01 6 n/a n/a Wind(LL) 0.04 7-8 >999 240 PLATES GRIP MT20 220/195 Weight: 83 Ib FT = 0 LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-1 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 3-6-12 except (j1=length) 6=Mechanical. (Ib) - Max Horz 10=42(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) 6 except 10=-257(LC 20), 9=-139(LC 14) Max Gray All reactions 250 Ib or less at joint(s) 10 except 6=663(LC 20), 9=1415(LC 20), 9=1307(LC 1) FORCES. (Ib) - Max, Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-10=-13/255, 1-2=-83/836, 2-3=-1284/131, 3-4=-1284/134, 4-5=-1562/165, 5-6=-606/87 BOT CHORD 8-9=-832/95, 7-8=-144/1557 WEBS 1-9=-867/81, 2-9=-976/151, 2-8=-216/2177, 3-8=-371/96, 4-8=-289/29, 4-7=-348/99, 5-7=-153/1541 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 18-10-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 pending. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (j1=1b) 10=257, 9=139. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MA-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?PII Quality Criteria. DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. iTek' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95561 Job Truss Truss Type Ofy Ply TUKWILA VILLAGE BUILDING A ROOF R58119872 1804941A TOED MONOPITCH 1 1 Job Reference (optional) ouws Truss, Inc, -3-0-0 3-0-0 Ferndale, WA - 98248, 4x4 II 2 19 20 3 21 .240 s Dec 6 2018 MITek Industnes, Inc. Tue May 14 16:262019:27 Page I D:c9?gnyB RMh05wImyCAiB5FzZN9 F-hNkK6BgCtal3vbHTagjId M5nYEIxbGgFo?wW XBzGXHw 3-11-1 7-6-10 11-2-3 14-9-13 18-5-6 e2-0-15 26-0-0 3-11-1 3-7-9 3-7-9 3-7-9 3-7-9 3-7-9 3-11-1 17 4x12 MT18HS 6x16 = 1.5x4 II 4 7x8 = 1.5x4 I 5 6 22 16 15 14 13 1.5x4 11 5x8 3-11-1 7-6-10 3-11-1 3-7-9 1_5x4 II 11-2-3 14-9-13 3-7-9 3-7-9 7x10 M18SHS 0.25 112 4x12 = 7 1.5x4 II 8 12 11 1,5x4 II 5x12 22-0-15 26-0-0 7-9 3-11-1 Scale: 1/4"=1' 5x6 = 18 10 3x4 II Plate Offsets (X,Y)-- j2:0-2-1,0-0.0],15:0-4-0,0-4-8],[13:0-5-0,0-4-8] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.58 BC 0.56 WB 0.61 Matrix-SH DEFL. in (loc) I/deft Ud Vert(LL) -0.34 13-14 >911 360 Vert(CT) -0.74 13-14 >413 240 Horz(CT) 0.09 10 n/a n/a Wind(LL) 0.16 13-14 >999 240 PLATES GRIP MT20 220/195 M18SHS 220/195 MT18HS 220/195 Weight: 162 Ib FT = 0 LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-11 oc purlins, BOT CHORD 2x6 DF 2400F 2.0E except end verticals. WEBS 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10-18: 2x6 DF No.2 WEBS 1 Row at midpt 3-17 REACTIONS. (Ib/size) 17=2040/0-5-8, 10=1347/0-5-8 Max Horz 17=70(LC 11) Max Gray 17=2198(LC 21), 10=1470(LC 21) FORCES. (Ib) - Max. Comp./Max, Ten, - All forces 250 (Ib) or less except when shown, TOP CHORD 2-17=-715/5, 2-3=-289/0, 3-4=-6647/0, 4-5=-6641/0, 5-6=-6867/0, 6-7=-6,869/0, 7-8=-2945/0, 8-9=-2944/0, 9-10=-1363/0 BOT CHORD 16-17=0/4582, 15-16=0/4582, 14-15=0/7476, 13.14=0/7476, 12-13=0/5365, 11-12=0/5365 WEBS 3-17=-4509/0, 3-15=-51/2162, 4-15=-298/62, 5-15=-894/67, 5-13=-653/0, 6-13=-368/0, 7-13=0/1619, 7-11=-2619/0, 9-11=0/3019 NOTES- 1) Wind: ASCE 7-10; Vult=l lomph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; 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) C-C wind load user defined, 3) TCLL: ASCE 7-10; Pf=25.0 psi (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 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) 260.01b AC unit load placed on the top chord, 13-3-4 from left end, supported at two points, 4-0-0 apart. 7) Provide adequate drainage to prevent water ponding. 8) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 9) All plates are MT20 plates unless otherwise indicated. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 13) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 300 Ib down at 2-3-12, and 300 Ib down at 4-3-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9 rxEtfakte 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11.7473 rev. 10103/291S BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lae Street, Suite 312, Alexandria, VA 22314. May 15,2019 MiTek. MiTek USA, Inc. 400 Sunrise Avenue, Suit* 270 N Job Truss Truss Type Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119872 1804941A TOED MONOPITCH 1 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:27 2019 Page 2 I D:c9?g nyBRMh05wImyCAiB5FzZN9F-h NkK6BgCtrJ3vbHTagjId M5nYEIxbGgFo?wWXBzGXHw LOAD CASE(S) 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 2-9=-70, 10-17=-20 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 2) Dead + 0.75 Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-58, 2-9=-58, 10-17=-20 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 3) Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-65, 2-9=-65, 10-17=-20 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 4) Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-31, 2-9=-31, 10-17=-20 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increaso==1.25 Uniform Loads (plf) Vert: 1-2=-20, 2-9=-20, 10-17=-40 Concentrated Loads (Ib) Vert:5=-130 20=-300(F) 21=-300(F) 22=-130 6) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=21, 2-19=20, 9-19e16, 10-17=-10 Horz: 2-17=13, 1-2=-30, 2-19=-28, 9-19=-24, 9-10=23, 9-18=36 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 7) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=12, 2-8=16, 8.9=20, 10-17=-10 Horz: 2-17=-23, 1.2=-20, 2-8=-24, 8-9=-28, 9-10=-13, 9-18=-41 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 8) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-16, 2-9=-28, 10-17=-20 Horz: 2-17=-15, 1-2=-4, 2-9=8, 9.10=-21, 9-18=36 Concentrated Loads (Ib) Vert:5=-130 20=-300(F)21=-300(F)22=-130 9) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-24, 2-9=-28, 10-17=-20 Horz: 2-17=21, 1-2=4, 2-9=8, 9-10=15, 9-18=-23 Concentrated Loads (Ib) Vert:5=-130 20=-300(F) 21=-300(F) 22=-130 10) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increases 1.60 Uniform Loads (plf) Vert: 1-2=28, 2-9=19, 10-17=-10 Horz: 2-17=11, 1-2=-37, 2-9=-28, 9-10=15, 9-18=33 Concentrated Loads (Ib) Vert:5=-130 20=-300(F) 21=-300(F) 22=-130 11) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1,60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1.2=3, 2-9=7, 10.17=-10 Horz: 2-17=-15, 1-2=-12, 2-9=-16, 9-10=-11, 9-18=-33 Concentrated Loads (Ib) Vert:5=-130 20=-300(F) 21=-300(F) 22=-130 12) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=4, 2-9=-0, 10-17=-20 Horz: 2-17=19, 1-2=-24, 2-9=-20, 9-10=7, 9-18=33 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 13) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-8, 2-9=-12, 10-17=-20 Harz: 2-17=-7, 1-2=-12, 2-9=-8, 9-10=-19, 9-18=-33 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 14) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2O15 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual Truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPl1 quality Criteria, OS5-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek" MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119872 1804941A TO6D MONOPITCH 1 1 I Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:27 2019 Page 3 I D:c9?gny8 RMh05wImyCAiB5FzZN9F-h NkK6BgCtrJ3vbHTagjIdM5nYEIxbGgFo?wWXBzGXHw LOAD CASE(S) Uniform Loads (plf) Vert: 1-2=15, 2-9=19, 10-17=-10 Horz: 2-17=10, 1-2=-24, 2-9=-28, 9-10=14, 9-18=22 Concentrated Loads (Ib) Vert:5=-130 20=-300(F) 21=-300(F) 22=-130 15) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=3, 2-9=7, 10-17=-10 Horz: 2-17=-14, 1-2=-12, 2-9=-16, 9-10=-10, 9-18=22 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 16) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=7, 2-9=11, 10-17=-10 Horz: 2.17=5, 1-2=-15, 2-9=-19, 9-10=10, 9-18=22 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 17) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-0, 2-9=4, 10-17=-10 Horz: 2.17=-10, 1-2=-8, 2-9=-12, 9-10=-5, 9-18=22 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 18) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=4, 2-9=-0, 10-17=-20 Horz: 2.17=17, 1-2=-24, 2-9=-20, 9-10=6, 9-18=22 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 19) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-8, 2-9=-12, 10-17=-20 Horz: 2-17=-6, 1-2=-12, 2-9=-8, 9-10=-17, 9-18=22 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 20) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1,15 Uniform Loads (plf) Vert: 1-2=-120, 2-9=-20, 10-17=-20 Concentrated Loads (Ib) Vert:5=-130 20=-300(F) 21=-300(F) 22=-130 21) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1.2=-80, 2-9=-80, 10-17=-20 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 22) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-35, 2-9=-35, 10-17=-20 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 23) Dead: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-2=-20, 2-9=-20, 10-17=-20 Concentrated Loads (lb) Vert:5=-130 20=-300(F) 21=-300(F) 22=-130 24) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2.9=-43, 10-17=-20 Horz: 2-17=14, 1-2=-18, 2-9=-15, 9-10=5, 9-18=25 Concentrated Loads (Ib) Vert:5=-130 20=-300(F) 21=-300(F) 22=-130 25) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-49, 2-9=-52, 10-17=-20 Horz: 2-17=-5, 1-2=-9, 2-9=-6, 9-10=-14, 9-18=-25 Concentrated Loads (Ib) Vert:5=-130 20=-300(F) 21=-300(F) 22=-130 26) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2-9=-43, 10-17=-20 Horz: 2-17=13, 1-2=-18, 2-9=-15, 9-10=4, 9-18=17 Concentrated Loads (Ib) Vert:5=-130 20=-300(F) 21=-300(F) 22=-130 27) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rPl1 Duality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek` MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville -CA 95661 Job Truss liTruss Type Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119872 1804941A Louws Truss, Inc, TOED Ferndale, WA - 98248, MONOPITCH LOAD CASE(S) Uniform Loads (plf) Vert: 1-2=-49, 2-9=-52, 10-17=-20 Horz: 2-17=-4, 1-2=-9, 2-9=-6, 9-10=-13, 9-18=17 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 28) Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-9=-60, 10-17=-20 Concentrated Loads (Ib) Vert: 5=-130 20=-300(F) 21=-300(F) 22=-130 1 Job Reference (opttortal) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26;27 2019 Page 4 ID:c979nyBRMh05w1myCAIB5FzZN9F-hNkK6BgCtFJ3vbTiTagjIdM5nYElzbGgFo?wWXSzGXHw WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev. 10/03a015 BEFORE USE. Design valid for use only with MiTekB) connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building desigo Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability end to prevent collapse with possible personal injury and properly damage, For general guidance regarding the fabrication, storage, delivery, erection and btacing of trusses end truss systems, see ANSIITPI1 Duality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. IC MiTek USA, Inc, 400 Sunrise Avenue, Surto 270 Roseville. CA 95661 Job Truss Truss Type Qty Ply TUKWILA VILLAGE BUILDINGA ROOF R58119873 1804941A TO6B Monopilth 2 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA- 98248, 17 5x12 = 7x8 18 3 1 .240 s 00c 62018 MiloKn us nes, Inc. ue May 14 1b:2b:4age ID:c9?gnyBRMh05wImyCAIB5FzZN9F-Go2BU9eKbwicU27YuvYA27kTHw1GdPrsp61hsxszGXHz 8-9-3 13-0-0 17-2-121.5-11 26-0-0 4-2-13 4-2- 4x10 = 4 19 1.5x4 II 5 4-2-13 4-2-13 4-6-5 8x6 = 20 6 0.25 112 1.5x4 II 7 21 Scale 1:54.4 5*8 = 16 8 15 3x8 M 8SHS 11 14 6x16 13 12 1.5x4 11 7x10 M18SHS = 11 1.5x4 10 9 5x12 = 3x4 II -5-10-8 4-6-5 8-9-3 13-0-0 17-2-13 21-5-11 26-0-0 1 5-10-8 4-6-5 4-2-13 4-2-13 4-2-13 4-2-13 4-6-5 Plate Offsets (X,Y)-- [2:0-3-8,0-2-81, [3:0-4-0,0-4-8], [6:0-3-12,Edgel, [12:0-5-0,0-4-8], [14:0-7-12,0-3-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10,0 BCLL 0.0 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc puffins, BOT CHORD 2x6 DF 2400F 2.0E except end verticals. WEBS 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 9-16: 2x6 DF 2400F 2.0E SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress !nor NO Code IBC2015/TP12014 CS!, TC 0.54 BC 0.53 WB 0.87 Matrix-SH REACTIONS. (Ib/size) 15=2216/0-5-8, 9=1324/0-5-8, 1=43/Mechanical Max Herz 15=71(LC 11) Max Uplift 1=-83(LC 10) Max Grav 15=2398(LC 21), 9=1454(LC 21), 1=59(LC 21) DEFL in (loc) I/defl Ltd Vert(LL) -0.32 12 >961 360 Vert(CT) -0,70 12-13 >441 240 Horz(CT) 0.08 9 n/a n/a Wind(LL) 0.15 12 >999 240 FORCES, (Ib) - Max, Comp./Max. Ten, - All forces 250 (Ib) or less except when shown, TOP CHORD 2-15=-2260/0, 2-3=-4567/0, 3-4=-4555/0, 4-5=-7153/0, 5-6=-7153/0, 6-7=-3357/0, 7-8=-3355/0, 8-9=-1350/0 BOT CHORD 13-14=0/6815, 12-13=0/6815, 11-12=0/5877, 10-11=0/5877 WEBS 2-14=0/4533, 3-14=-443/0, 4-14=-2365/3, 4-12=-122/347, 5-12=-473/0, 6-12=0/1344, 6-10=-2671/0, 7-10=-289/99, 8-10=0/3346 NOTES- 1) Wind: ASCE 7-10; Vull=110mph (3-second gust) Vasd=87mph; TCDL=4.2ps1; BCDL=4.8psf; 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) C-C wind load user defined. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category Exp B; Partially Exp,; C1=1.10 4) Unbalanced snow loads have been considered for this design. 5) 260.0Ib AC unit load placed on the top chord, 13-3-4 from left end, supported at two points, 4-0-0 apart. 6) Provide adequate drainage to prevent water ponding. 7) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors, 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) "* This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) All bearings are assumed to be DF No.2 crushing capacity of 625 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 83 lb uplift at joint 1. 14) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 300 Ib down at 2-3-12, and 300 Ib down at 4-3-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 167 Ib FT = 0% May 15,2019 nit ARMING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MP74T3 rev-10103/2015 BEFORE USE Design valid for use only with MiTela connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TRH Quality Criteria, DS8.89 and SCSI Building Component Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Mak' MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 45661 b 1804941A Truss T06B Truss Type Monopitch Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119873 Job Reference (optional) Truss, lne, Ferndale, WA 98248, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:24 2019 Page 2 ID:c9?gnyBRMh05wImyCAiB5FzZN9F-Go2BU9eKbvexU27YuvYA2?kTHw1GdPrsp61hsxszGXHz LOAD CASE(S) 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 2-8=-70, 9-15=-20 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 2) Dead +0.75 Snow (balanced): Lumber Increase=1.15, Plate Increase=1,15 Uniform Loads (plf) Vert: 1-2=-58, 2-8=-58, 9-15=-20 Concentrated Loads (Ib) Vert 3=-300(F)18=-300(F)19=-130 20=-130 3) Dead + 0,75 Snow (Unbal. Left): Lumber Increase=1,15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-65, 2-8=-65, 9-15=-20 Concentrated Loads (Ib) Vert 3=-300(F)18=-300(F)19=-130 20=-130 4) Dead + 0,75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-31, 2-8=-31, 9.15=-20 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1,25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-20, 2-8=-20, 9-15=-40 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 6) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=20, 2-17=16, 2-8=16, 9-15=-10 Horz: 2-15=13, 1-17=-28, 2-17=-24, 2-8=-24, 8-9=23, 8-16=36 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 7) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=16, 2-21=16, 8-21=20, 9-15=-10 Horz: 2-15=-23, 1-2=-24, 2-21=-24, 8-21=-28, 8-9=-13, 8-16=-41 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 8) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-28, 2-8=-28, 9-15=-20 Horz: 2-15=-15, 1-2=8, 2-8=8, 8-9=-21, 8-16=36 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 9) Dead + 0.6 C-C Wind (Neg- Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-28, 2-8=-28, 9-15=-20 Horz: 2-15=21, 1-2=8, 2-8=8, 8-9=15, 8-16=-23 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 10) Dead + 0,6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=19, 2-8=19, 9-15=-10 Horz: 2-15=11, 1-2=-28, 2-8=-28, 8-9=15, 8-16=33 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 11) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1,60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=7, 2-8=7, 9-15=-10 Horz: 2-15=-15, 1-2=-16, 2.8=-16, 8.9=-11, 8-16=-33 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 12) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1.2=-0, 2-8=-0, 9-15=-20 Horz: 2-15=19, 1-2=-20, 2.8=•20, 8-9=7, 8-16=33 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 13) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-12, 2-8=-12, 9-15=-20 Horz: 2-15=-7, 1-2=-8, 2-8=-8, 8-9=-19, 8-16=-33 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 14) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 WARNINQ - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-74T3 rev. 10t0372015 BEFORE USE. ign valid for use only with MiTekt7 connectors. This design is based only upon parameters shown, and is for an individual building component, not truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andter chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPB Quality Criteria, DSB-8g and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Jab 804941A Truss T06B Truss Type Monopitch Qty 2 Ply 1 TUKWILA VILLAGE BUILDING A ROOF R58119873 Louws Truss, Inc, Job Reference (opti Ferndale, WA - 98248, 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:24 2019 Page 3 ID:c9?gnyBRMh05wImyCAiB5FzZN9F-Go2BU9eKbwxU27YuvYA2?kTHw1GdPrsp61hsxszGXHz LOAD CASE(S) Uniform Loads (plf) Vert: 1-2=19, 2-8=19, 9-15=-10 Horz: 2-15=10, 1-2=-28, 2-8=-28, 8-9=14, 8-16=22 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 15) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=7, 2-8=7, 9.15=-10 Horz: 2-15=-14, 1-2=-16, 2-8=-16, 8-9=-10, 8-16=22 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 16) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=11, 2-8=11, 9.15=-10 Horz: 2-15=5, 1-2=-19, 2-8=-19, 8-9=10, 8.16=22 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 17) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=4, 2-8=4, 9-15=-10 Horz: 2-15=-10, 1-2=-12, 2.8=-12, 8-9=-5, 8-16=22 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 18) Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-0, 2-8=-0, 9-15=-20 Horz: 2-15=17, 1-2=-20, 2-8=-20, 8-9=6, 8-16=22 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 19) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-12, 2.8=-12, 9-15=-20 Horz: 2-15=-6, 1-2=-8, 2.8=-8, 8-9=-17, 8-16=22 Concentrated Loads (lb) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 20) Dead + Snow on Overhangs: Lumber Increase=0.90, Plate Increase=0,90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-2=-20, 2-8=-20, 9-15=-20 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 21) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1,15 Uniform Loads (pit) Vert: 1-2=-80, 2-8=-80, 9-15=-20 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 22) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (elf) Vert: 1.2=-35, 2-8=-35, 9-15=-20 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 23) Dead: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1.2=-20, 2-8=-20, 9-15=-20 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 24) Dead + 0.75 Snow (bal.) + 0.75(0,6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-43, 2-8=-43, 9.15=-20 Horz: 2-15=14, 1-2=-15, 2-8=-15, 8-9=5, 8-16=25 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 25) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-2=-52, 2-8=-52, 9-15=-20 Horz: 2-15=-5, 1-2=-6, 2-8=-6, 8-9=-14, 8-16=-25 Concentrated Loads (Ib) Vert 3=-300(F) 18=-300(F) 19=-130 20=-130 26) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1s1 Parallel): Lumber Increase=1.60, Plate Increase=1,60 Uniform Loads (plf) Vert: 1-2=-43, 2.8=-43, 9-15=-20 Horz; 2-15=13, 1-2=-15, 2.8=-15, 8-9=4, 8.16=17 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 27) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mti-7473 rev. t0/03/2015 BEFORE USE. Design valid for use only with MiTekQ connectors. This design is based only upon parameters shown, and is tor an individual building component, nor a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design, gracing indicated is to prevent buckling of individual truss web endlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DS8-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tek° MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Rnynbille CA 95561 Job Truss 1Truss Type Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119873 1804941A TO6B 2 1 IMonopitch Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 88248, LOAD CASE(S) Uniform Loads (plf) Vert: 1-2=-52, 2-8=-52, 9-15=-20 Hors: 2-15=-4, 1-2=-6, 2-8=-6, 8-9=-13, 8-16=17 Concentrated Loads (Ib) Vert 3=-300(F) 18=-300(F) 19=-130 20=-130 28) Dead + Minimum Snow: Lumber Increase=1,15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-8=-60, 9-15=-20 Concentrated Loads (Ib) Vert: 3=-300(F) 18=-300(F) 19=-130 20=-130 .240s 080 62018 MI Jekn us mes, Inc. ue May 14 10:zb: ID:c9?gnyBRMh05wIrnyCAIB5FzZN9F-Go2BU9eKbwxU27YuvYA2?kTHw1GdRrsp61hsxszGXHz AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek80 connectors. This design is based only upon parameters shown, and is for en individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss Web andtor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSOTPII Quality Criteria, 058.89 and SCSI Building Component Safety information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Ii MiTek' fliiiTek USA, Inc. 400 Sunrise Avenue, Suite 270 _Basexiiia—CA.D.S561 Job Truss Truss Type ty Ply TUKWILA VILLAGE BUILDING A ROOF R58119874 1804941A TO6C Monopitch 3 1 Job Reference (gptional) . Louws Truss, Inc, -3-0-0 3-0-0 Ferndale, WA - 98248, 400 = 3x6 M18SHS I I 5-4-8 5-4-8 1.5x4 II 6x16 = 10-5-8 5-1-0 8x12 = i.5x4 II 5-4-8 10-5-8 5-4-8 5-1-0 8. 40 sDec 62018 MiTekn us nes, Inc. 1 ue May 14 16:2b:5age ID:c97gnyBRMh05w1myCAiB5FzZN9F-1c,ZhVfyLE3LfH745FhHYx0TFRe_8HRyLhRPTIzGXHy 15-6-8 20-7-8 26-0-0 5-1-0 5-1-0 5-4-8 0.25 112 1.5x4 II 10 7x10 M18SHS = 9 1.5x4 II 15-6-8 20-7-8 26-0-0 5-1-0 5-1-0 5-4-8 Plate Offsets (X,Y)-- [2:0-3-7,0-2-0], [4:0-6-0,0-4-8], [10:0-5-0,0-4.-81 [12:0-7-4,0-3-01 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 10.0 LUMBER - TOP CHORD BOT CHORD WEBS SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015TTP12014 CSI. TC 0.50 BC 0.46 WB 0.91 Matrix-SH DEFL, Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) -0.39 10-11 -0.74 10-11 0.08 8 0.18 10-11 I/defl >794 >418 n/a >999 L/d 380 240 n/a 240 PLATES MT20 M18SHS Scale = 1:47.5 GRIP 220/195 220/195 4x6 = 14 5x8 = Weight: 160 Ib FT = 0°/. 2x6 DF No.2 2x6 DF 2400F 2.0E 2x4 DF No.2 *Except. 8-14: 2x6 DF No.2 REACTIONS. (Ib/size) 13=1469/0-5-8, 8=1317/0-5-8 Max Horz 13.70(LC 13) Max Uplift 13=-139(LC 10) Max Grav 13=1628(LC 21), 8=1441(LO 21) BRACING- TOP CHORD BOT CHORD WEBS FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1494/160, 2-3=-4182/23, 3-4=-4178/26, 4-5=-6107/0, 5-6=-6107/0 BOT CHORD 12-13=-62/277, 11-12=0/6309, 10-11=0/6309, 9-10=0/3961, 8-9=0/3961 WEBS 2-12=-38/3983, 3-120-263/90, 4-12=-2206/0, 4-10=-214/260, 5-10=-521/0, 6-10=0/2236, 6-8=-3886/0 Structural wood sheathing directly applied or 2-9-2 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. 1 Row at midpt 6-8 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph: TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -3-0-0 to 0-7-3, Interior(1) 0-7-3 to 25-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf ((lat roof snow); Category II; Exp 13; Partially Exp.; Ct=1,10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) 260.0Ib AC unit load placed on the top chord, 17-8-15 from left end, supported at two points, 4-0-0 apart. 6) Provide adequate drainage to prevent water ponding. 7) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will (1l between the bottom chord and any other members. 11) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 139 lb uplift at joint 13. WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED ADM( REFERENCE PAGE P111-7473 rev. 10/03/2015 BEFORE USE. Design valid for uso only with MiTekaa connectors, This design Is based only upon parameters shown, and is for en individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is a Ways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses end truss systems, see ANSUTPI1 Duality Criteria, DSB•89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, MiTok USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95651 Job Truss Truss Type Qty Ply TUKWILA V GE &UILOING A ROOF R58119875 1804941A TO6E Monopitch 2 1 Job Reference (optional) Louws Truss, Inc, -3-0-0 3-0-0 Ferndale, WA - 98248, 5x6 II 3-1-6 3-1-6 5-11-4 2-9-14 8-9-3 2-9-14 11-7-1 2-9-14 8,240 s Dec 6 201E3 MiTelr Industries, Inc. Tue May 14 16:26:28 2019 Page 1 ID:c91lgnyBRMh05w1myCAiB5Fz2N9F-9ZILIXhqe9RwWls(8NE_9ae?oeZuKi4011144dzGXHv 14-4-15 17-2-13 20-0-12 22-10-10 26-0-0 I I I I 2-9-14 2-9-14 2-9-14 2-9-14 3-1-6 20 19 18 17 16 6x12 = 3x6 II 5x8 3x6 II 10x10 Mi8SHS = 3-1-6 5-11-4 8-9-3 11-7-1 14-4-15 17-2-13 3-1-6 2-9-14 2-9-14 2-9-14 2-9-14 2-9-14 0.25 112 1.5x4 1 5x12 = 9 25 26 10 15 14 13 3x6 II 5x12 20-0-12 22-10-10 2-9-14 2-9-14 3x6 26-0-0 3-1-6 Scale 1;47.5 3x6 = 22 5x8 Plate OffsetsiX,Y)-- [2:0-3-7,0-2-81 [6:0-3-8,Edge), [16:0-5-0,0-6-0] LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr NO Code IBC2015/TP12014 CS!, TC 0.42 BC 0.83 WO 0.66 Matrix-SH DEFL. in (loc) 1/dell L/d Vert(LL) -0.43 16-17 >711 360 Vert(CT) -0,75 16-17 >413 240 Horz(CT) 0.09 12 n/a n/a Wind(LL) 0,21 16-17 >999 240 PLATES GRIP MT20 220/195 M1 8SHS 220/195 Weight: 180 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x6 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins, BOT CHORD 2x8 DF SS except end verticals. WEBS 2x4 DF No.2 *Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 12-22: 2x6 DF 2400F 2.0E 6-0-0 oc bracing: 20-21. REACTIONS. (Ib/size) 21=1746/0-5-8, 12=1998/0-5-8 Max Horz 21=68(LC 11) Max Uplift 21=-260(LC 10), 12=-212(LC 14) Max Grav 21=1904(LC 21), 12.2121(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-21=-1723/263, 2-3=-3276/298, 3-4=-3270/299, 4-5=-7739/764, 5-6=-7738/766, 6-7=-9190/933, 7-8=-9192/934, 8-9=-6714/699, 9-10=-6712/701, 10-11=-280/70 BOT CHORD 19-20=-565/6071, 18-19=-565/6071, 17-18=-870/8937, 16-17=-870/8937, 15-16=-875/8793, 14-15=-875/8793, 13-14=-362/3654, 12-13=-362/3654 WEBS 2-20=-307/3256, 4-20=-3028/329, 4-18=-194/1797, 6-18=-1319/156, 6-16=-135/495, 7-16=-347/66, 8-16=-71/438, 8-14=-2326/235, 9-14=-636/114, 10-14=-342/3460, 10-12=-3807/385 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat, It; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -3-0-0 to 0-7-3, In(erior(1) 0-7-3 to 25-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 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 requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. 9) This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 260 Ib uplift al joint 21 and 212 Ib uplift at joint 12. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). t.r.:14.:," • ndard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for en individual building component, not a truss system. Before use, Inc building designer must verify the applicability of design parameters and properly incorporate this design i5t0 the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 Job Truss Truss Type Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119875 1804941A TO6E IMonopitch 2 1 Job Reference (optional) Louws Truss, Inc, Ferndale, WA - 98248, LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1,15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 2-24=-70, 24-25=-245(F=-175), 11-25=-70, 12-21=-20 8,240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:28 2019 Page 2 ID:c97gnyBRMh05wIrnyCAIB5FzZN9F-921UXhm:19RwVVIsf8NE_9ae?oeZuKi401ff44dzGXHv WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Mll-7473 rev.10/03.12015 BEFORE USE. Design VEllill fur use only with MiTek® connectors, Thls design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of indWidoal truss web and/or chord members only_ Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, E08-99 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville. CA 95661 IJob Truss Truss Type Qly Ply TUKVVILA VILLAGE BUILDING A ROOF R58119876 1804941A TO6F ,Monopilch 1 1 Job Reference (optional) . . . . _ .. .. .— ..- .......- - . Louws Truss, Inc, -3-0-0 3-0-0 Femdale, WA = 98248, 5x8 2 17 5 3x4 II s 055 02018 Mi OK InousInes, IflC. 1 ue May ID:c9?gnyBRMh05w1myCAiB5FzZN9F-5yPSkCj5Amhdm2?1FoHSF?jK_SJjoczhVz8A8VzGXHt 4-6-5 8-9-3 13-0-0 17-2-13 21-5-11 26-0-0 4-6-5 4-2-13 4-2-13 4-2-13 4-2-13- 4-6-5 7x8 = 3 4x10 =- 4 0.25 112 1.5x4 II 18 5 7x8 = 6 1.5x4 7 19 14 13 12 11 10 5x12 1.5x4 II 5x14 M18SHS = 4-6-5 8-9-3 13-0-0 17-2-13 4-6-5 4-2-13 4-2-13 4-2-13 1.5x4 II 5x12 21-5-11 26-0-0 4-2-13 4-6-5 Scale: 1/4"=1' 5x6 2x4 I I 16 Plate Offsets (X,Y)-- [2:0-3-7,0-2-8), [3:0-4-0,0-4-8], [6:0-3-12,0-4-8 , [12:0-7-0,0-3-01 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI, TC 0.50 BC 0.55 WB 0.70 Matrix-SH DEFL. in (loc) I/defl L/d Vert(LL) -0.39 12-13 >791 360 Vert(CT) -0.74 12-13 >416 240 Horz(CT) 0.11 9 n/a n/a Wind(LL) 0.18 12 >999 240 PLATES GRIP MT20 220/195 M18SHS 220/195 Weight: 143 Ib FT LUMBER- BRACING - TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purlins, BOT CHORD 2x4 DF 2400F 2.0E except end verticals. WEBS 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 9-16: 2x6 DF No.2 6-0-0 oc bracing: 14-15. REACTIONS. (Ib/size) 15=1497/0-5-8, 9=1230/0-5-8 Max Horz 15=72(LC 13) Max Uplift 15=-111(LC 10), 9=-29(LC 14) Max Grav 15=1655(LC 21), 9=1353(LC 21) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-15=-1590/131, 2-3=-3645/0, 3-4=-3641/0, 4-5=-6235/0, 5-6=-6234/0, 6-7=-3012/63, 7-8=-3012/65, 8-9=-1296/47 BOT CHORD 13-14=0/5746, 12=13=0/5746, 11-12=0/5063, 10-11=0/5063 WEBS 2-14=0/3663, 4-14=-2216/0, 4-12=0/508, 5-12=-492/0, 6-12=0/1242, 6-10=-2187/0, 7-10=-329/84, 8-10=-26/3103 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -3-0-0 to 0-7-3, Interior(1) 0-7-3 to 25-9-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II: Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20,0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) 200.0Ib AC unit load placed on the top chord, 11-7-13 from left end, supported at two points, 2-6-0 apart. 6) Provide adequate drainage to prevent water ponding. 7) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tat by 2-0-0 wide will fit between the bottom chord and any other members. 11) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 Ib uplift at joint 15 and 29 Ib uplift at joint 9. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1411.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTeke connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB.89 and BCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 MITek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95561 Job Truss Truss Type }Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119877 1804941A T18A Monopitch 3 1 Job Reference (9ptional) Louws Truss, Inc, Ferndale, WA - 98248, 4-7-12 8.240 s Dec 6 2U18 M11ek Industnes, InC. 1 ue May 14 16:Zb:41 ZVIu Page " ID:c9?gny8RMh05wImyCAiB5FzZN9F-IGB?GJscLSCxcuwLyKUGkXDT2HWGc9RSFg2pZpzGXHh 9-3-8 1.5x4 II 4-7-12 4-7-12 0.25 tz 4-7-12 9-3-8 4-7-12 4-7-12 sale = 1:17.3 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI. TC 0.11 BC 0.12 WB 0.16 Matrix-SH DEFL. in (loc) 1/deli Lid Vert(LL) -0.01 5 >999 360 Vert(CT) -0.03 5 >999 240 Horz(CT) 0.00 4 n/a n/a Wind(LL) 0.01 5 >999 240 PLATES GRIP MT20 220/195 Weight: 51 Ib FT = 0% LUMBER - TOP CHORD 2x6 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 *Except* 4-7: 2x6 DF No.2 REACTIONS. (lb/size) 6=475/Mechanical, 4=588/0-5-8 Max Harz 6=71(LC11) Max Gray 6=493(LC 20), 4=606(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown, TOP CHORD 1-6=-446/24, 1-2=-841/0, 2-3=-841/0, 3-4=-558/0 WEBS 1-5=0/830, 2-5=-479/0, 3-5=0/806 BRACING. TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES. 1) Wind: ASCE 7-10; VuIt=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.Bpsf; h=25f1; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 9-0-12 zone; cantilever left and right exposed ; end vertical left and right exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) 260.01b AC unit load placed on the top chord, 6-5-1 from left end, supported at two points, 4-0-0 apart. 5) Provide adequate drainage to prevent water ponding. 6) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.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 DF No.2 crushing capacity of 625 psi, 10) Refer to girder(s) for truss to truss connections. WARNING - Verify design parameters and READ NOTES ON THIS AND FNCLUDED MITEK REFERENCE PAGE Mt1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling at individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DS8.89 and BCSt Building Component Safety Information avarlabte from Truss Plate Institute, 218 N. Lee Street, Suite 3t2, Alexandria, VA 22314. MiTek' MiTek USA, Inc. 400 Sunrise Avenue. Suite 270 4gsav' Job 1804941A Truss T24 Truss Type Monopitch Qty 1 Ply 1 TUKWILA VILLAGE BUILDING A ROOF R58119878 Louws Truss, Inc, Ferndale, WA - 98248, 6-8-5 6-8-5 Job Reference (optioral) 8.240 s Dec 6 2018 M1Tek Industries, Inc. Tue May 14 16:26:48 2019 Page 1 ID:c9?gnyBRMh05wlmyCAiB5FzZN9F-ZPVGWMwNxly4wpNVJabgzoTJkiQLonOLdmW7nTzGXHb 13-1-3 19-9-8 6-4-13 6-8-5 0.25 12 5x6 = 4x12 = 3x8 = 2 3 10 11 Scale = 1:32.4 4x6 = 3x4 II { 7 6 4x12 = 5x6 = 6-8-5 13-1-3 6-8-5 4x6 = 19-9-8 6-4-13 6.8-5 Plate Offsets (X,Y)-- [2:0-3-0,0-3-01, [4:0-2-15,Edge], [6:0-3-0,0-3-01 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress lncr YES Code IBC2015/TP12014 CS!. TC 0.80 BC 0.65 WB 0.54 Matrix-SH DEFL. in (loc) 1/defl L/d Vert(LL) -0.23 6-7 >999 360 Vert(CT) -0.39 6-7 >593 240 Horz(CT) 0.05 5 nla n/a Wind(LL) 0.11 6-7 >999 240 PLATES GRIP MT20 220/195 Weight: 89 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied oti 10-0-0 oc bracing. 5-9: 2x6 DF No.2 WEBS 1 Row at midpt 3-5 REACTIONS. (lb/size) 8=874/Mechanical, 5=874/0-5-8 Max Horz 8=71(LC 13) Max Uplift 8=-97(LC 10), 5=-91(LC 14) Max Gray 8=948(LC 20), 5=948(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-8=-873/123, 1-2=-2921/299, 2-3=-2921/303 BOT CHORD 6-7=-250/2677, 5-6=-250/2677 WEBS 1-7=-292/2797, 2-7=-513/130, 3-6=0/263, 3-5=-2619/252 NOTES- 1) Wind: ASCE 7-10; Vul1=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 19-6-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Provide adequate drainage to prevent water ponding, 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 5. May 15,2019 A, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEI( REFERENCE PAGE M11-7473 rev. }0/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and buss systems, see ANSITRII Quality Criteria, DSB-89 and SCSI Building Comporterst Safety information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ITek' MiTek USA, inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95661 • Job Truss 4941A T25 Truss Type FLAT GIRDER Qty Ply TUKWILA VILLAGE BUILDING A ROOF R58119879 Louws Truss, Inc, Ferndale, WA - 98248, 1.5x4 II Job Reference (optioraI) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:49 2019 Page 1 ID:c97gnyBRMh05w1myCAiB5FzZN9F-2c3ekix?ic4xYzyhs16vWfldu6oCIMcUsOFhJvzGXHa 3-6-0 3-6-0 3x4 = 21.5x4 l I 4 5 JL26 3-6-0 4x4 = 3-6-0 Scale = 1:12.3 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1,15 Lumber DOL 1.15 Rep Stress 'nor NO Code IBC2015/TP12014 CS!. TC 0.20 BC 0.55 W8 0.00 Matrix-P DEFL. in (loc) 1/deft L/d PLATES GRIP Vert(LL) -0.01 3-4 >999 360 MT20 220/195 Vert(CT) -0.02 3-4 >999 240 Horz(CT) -0.00 3 n/a n/a Wind(LL) 0.01 3-4 >999 240 Weight: 20 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, BOT CHORD 2x6 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=375/Mechanical, 3=436/Mechanical Max Horz 4=-39(LC 6) Max Uplift 4=-53(LC 6), 3=-60(LC 7) FORCES. (Ib) - Max, Comp./Max, Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TC0L=4.2pst BCDL=4.8psf; h=25ft; Cat, II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections, 10) Provide mechanical connection (by o(hers) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. 11) Use USP JL26 (With 6-10d nails into Girder 8 4-10d x 1-1/2 nails into Truss) or equivalent at 1-11-4 from the left end to connect truss(es) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber increase=1,15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 3-4=-20 Concentrated Loads (Ib) Vert: 5=-523(B) A, WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1411-7473 rev. 10/03/7015 BEFORE USE. Design valid for use only with MiTek4/ connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system, Before use, he building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is la prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal intury and properly damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, OS8-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sutte 312, Alexandria, VA 22314, May 15,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue, Surbe 270 I !Job 1804941A Truss T26 Truss Type FLAT GIRDER y Ply TUKWILA GE BIJILDING A ROOF R58119880 Louws Truss, Inc, Femdale, WA - 98248, 1.5x4 II Job Reference (gptional) 8.240 s Dec 6 2018 MiTek Industries, Inc. Tun May 14 16:26:50 2019 Page 1 ID:c9?gny6RMh05w1myCAi65FzZN9F-Wod0x2ydTvCo97XtC0e830YoeWEOUpre54?ErLzGXHZ 3-6-0 3-6-0 3x4 2 4 5 JL24 3-6-0 4x4 3-6-0 Scale = 1:12.7 LOADING (ps() TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCD.. 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IBC2015/TP12014 CSI. TC 0.20 BC 0.19 WO 0.00 Matrix-P DEFL. in (loc) l/defl Lid Vert(LL) -0.00 3-4 >999 360 Vert(CT) -0.01 3-4 >999 240 Horz(CT) -0.00 3 n/a n/a Wind(LL) 0.00 3-4 >999 240 PLATES GRIP MT20 220/195 Weight: 20 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, BOT CHORD 2x6 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=215/Mechanical, 3=234/Mechanical Max Horz 4=-41(LC 6) Max Uplift 4=-48(LC 6), 3=-54(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7,10; Vult=110mph (3-second gust) Vasd=87mph; TCOL=4.2psf; BCOL=4.8psf; h=25ft, Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. 11) Use USP JL24 (With 4-10d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equvalent at 1-11-4 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) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-2=-70, 3-4=-20 Concentrated Loads (Ib) Vert: 5=-161(F) WARNING Verify design parameters and READ NOTES ON TIES AND INCLUDED MITER REFERENCE PAGE 11411.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek0/ connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage, For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TEN Duality Criteria, DSB•89 and BCSI Building Component Safety Information available from Truss Plate Institute, 2111 N. Lee Street, Suite 312, Alexandria, VA 22314, May 15,2019 MiTek MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 05502 Job 1804941A Louws Truss, Inc, 3x6 = Truss T27 Femdale, WA - 98248, 5-10-4 5-10-4 Truss Type Monopitch Qty Ply 8.240 s D ID:c9?gnyBRMh05wImyCAiB° 0,25 12 1.5x4 II 2 1 TUKWILA VILLAGE BUILDING A ROOF ob Reference (.optior aI) R58119881 3D 6 2018 MiTek Industries, Inc. Tue May 14 16:26:50 2019 Page 1 FzZN9F-Wod0x2ydTvCo97X1Q7e83DYImWDwUmPe54?ErLzGXHZ 11-8-8 5-10-4 Scale = 1:19.6 3x6 = 6 1.5x4 II 5 3x8 = 5-10-4 11-8-8 1.5x4 II 5-10-4 5-10-4 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IBC2015/TP12014 CST. TC 0.39 BC 0.20 WB 0.22 Matrix-SH DEFL. in (loc) 1/defl L/d Vert(LL) -0.05 5 >999 360 Vert(CT) -0.08 5 >999 240 Horz(CT) 0.00 4 n/a n/a Wind(LL) 0.02 5 >999 240 PLATES GRIP MT20 220/195 Weight: 52 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc purtins, BOT CHORD 2x4 DF No.2 except end verticals, WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 6=514/Mechanical, 4=514/Mechanical Max Horz 6=42(LC 11) Max Uplift 6=-57(LC 10), 4=-54(LC 14) Max Gray 6=543(LC 20), 4=543(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-482/90, 1-2=-1216/124, 2-3=-1217/128, 3-4=-482/91 WEBS 1-5=-122/1135, 2-5=-471/125, 3-5=-118/1166 NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 11-6-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) Provide adequate drainage to prevent water ponding. 5) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for Truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 4, WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil.7470 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekm connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSS-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 MiTek' MiTek USA, Inc. 400 Sunrise Avenue. Suite 270 Roseville. CA 95661 Job 1804941A Louws Truss, Inc, Truss T28 Ferndale, WA - 98248, ifruss Type Monopitch Oty Ply 1 TUKWILA VILLAGE BUILDING A ROOF Job Reference (optional) R58119882 8.240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 16:26:51 2019 Page 1 ID:c9?gnyBRMh05wlmyCAiB5FzZN9F-_13080zGEDKfriH64 j9NbQ4z1varDGfnKkknOozGXHY 4-4-0 1.5x4 II 4-4-0 0.25 112 5 0 9 0.1 4-4-0 3x6 = LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CS!. TC 0.21 BC 0.15 WB 0.03 Matrix-P LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 *Except* 3-5: 2x6 DF No.2 REACTIONS. (Ib/size) 4=-178/Mechanical. 3=178/0-5-8 Max Horz 4=-71(LC 13) Max Uplift 4=-42(LC 10), 3=-19(LC 11) Max Grav 4=181(LC 20), 3=181(LC 20) 4-4-0 Scale = 1:16.2 DEFL. in (loc) 1/dell L/d PLATES GRIP Vert(LL) -0.01 3-4 >999 360 MT20 220/195 Vert(CT) -0.03 3-4 >999 240 Horz(CT) -0.00 3 n/a n/a Wind(LL) 0.00 4 **** 240 Weight: 23 lb FT = 0% FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-8-15, Interior(1) 3-8-15 to 4-1-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS. for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psi (flat roof snow); Category 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. 11 is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fil between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. May 15,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTekila connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systemS, see ANSPTPII Quality Criteria, OSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Leo Street, Suite 312, Alexandria, VA 22314, MiTek USA, Inc. 403 Sunrise Avenue, Suite 270 Roseville CA 95861 Job Truss Truss Type City Ply TUKWILA VILLAGE BUILDING A ROOF R58119883 1804941A T30 Flat Girder 1 1 Job Reference (optional) Louws Truss, Inc, Femdale, WA - 98248, s Dec 62018 MiTekn us nes, inc. ue May 14 1bdti:3.$2U19age ID:Rs7Oztcj3CS8UsCre1a45zGaDE-wN1924_WIciaN0bGS57BrgrAJbjFShAc4n2DuSgzGXHW 3-7-8 3-7-8 3x4 21.5x4 I I 1,5x4 II 4 5 JL24 6JL24 3 3-7-8 454 -7-8 Scale = 1:10.9 LOADING (psi) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress 'nor NO Code IBC2015/TP12014 CSI, TC 0.22 BC 0.14 WB 0.00 Matrix-P DEFL, in (loc) 1/dell Ltd PLATES GRIP Vert(LL) -0.00 3-4 >999 360 MT20 220/195 Vert(CT) -0.01 3-4 >999 240 Horz(CT) -0.00 3 n/a n/a Wind(LL) 0.00 3-4 >999 240 Weight: 19 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc pudins, BOT CHORD 2x6 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=269/Mechanical, 3=286/Mechanical Max Horz 4=-32(LC 6) Max Uplift 4=-51(LC 6), 3=-54(LC 7) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCOL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 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 lb uplift at joint(s) 4, 3. 11) Use USP JL24 (With 4-10d nails into Girder & 2-10d x 1-1/2 nails into Truss) or equivalent spaced al 2-0-0 oc max. starting at 0-11-0 from the left end to 2-11-0 to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1,15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-70, 3-4=-20 Concentrated Loads (lb) Vert: 5=-126(F) 6=-128(F) A WARNING Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-T473 rev. 10103f2015 BEFORE USE, Design valid for use only with MiTelete connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss wet and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI Quality Criteria, 0SB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. May 15,2019 ilek* MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 r.A %awl Job Truss Truss Type Qly Ply TUKWILA VILLAGE BUILDING A ROOF R58119884 1804941A T29 Monopitch 2 1 Job Reference (optional) uws Truss, Inc, Femdale, WA - 98248, 240 s Dec 6 2018 MiTek Industries, Inc. Tue May 14 1 b:26:52 2019 Page I D:c9?gnyB RMh05wImyCAi B5FZZN9F-S B kn M k_u?XS W PRhGYQgc8ed9YJxzyjJxYOU LwEzGXHX 3-5-12 3x4 = 3-5-12 0.25 12 1.5x4 II 2 1.5x4 114 3-5-12 3 3x4 = 3-5-12 Scale = 1:11.3 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 10.0 BCLL 0.0 • BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2015/TP12014 CSI- TC 0.18 BC 0.10 WB 0.01 Matrix-P DEFL. in (loc) 1/deft Ud PLATES GRIP Vert(LL) -0.01 3-4 >999 360 MT20 220/195 Vert(CT) -0.01 3-4 >999 240 Horz(CT) -0,00 3 n/a n/a Wind(LL) 0.00 4 "" 240 Weight: 17 Ib FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-12 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=143/Mechanical, 3=143/Mechanical Max Horz 4=36(LC 11) Max Uplift 4=-22(LC 10), 3=-9(LC 14) Max Gray 4=144(LC 20), 3=144(LC 20) FORCES. (Ib) - Max, Comp,/Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=110mph (3-second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Categoryll; 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) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator 10 increase plate sizes to account for these factors. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be DF No.2 crushing capacity of 625 psi. 9) Refer to girder(s) for truss to truss connections, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 3. May 15,2019 WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MR-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MITekN connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Criteria, DSB-89 and SCSI Building Component Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville CA 95501 • , 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. 0-116" For 4 x 2 orientation, locate plates 0- from outside edge of truss. This symbol indicates the required direction of slots in connector plates. *Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 4 x 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 or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction, DSB-89: Design Standard for Bracing. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 8 dimensions shown In fl•In-slineenths (Drawings not to scale) TOP CHORDS °Tram CHORDS 7 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT, CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved areas sziz'ssirmirs =Ts MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 • 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 SCSI. 2. Truss bracingimust be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor 1 bracing should be oonsidered. 3. Never exceed the design loading shown and never stack materialt on inadequately braced trusses. 4. Provide copies Or ails truss design to the building designer, erection supervisor. properly owner and all other interested parties. 5. Cr members to bear tightly against each other. 6. Place plates an each face of truss at each 'joint and embed fully. Knots and wane at joint locations are regulated by ANSIfTPI 1. 7. Design aSaltreS trusses will be suitably protected from the environment in accord with ANSIFTPI 1. B. Unless otherwise noted, moisture content of lumber shall not ascend 19% al time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a nonstructural consideration and is the responsibility of truss fabricator. General practice is to camber for deod load deflection. 11. Piste type, size, orientation and location dimensions indicated are minimum plating requirements, 52. turnber used shall be of the species and size, and irk all respects -equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15, Connections not shown are the responsibility of ethers. 16. Do not cut or alter truss member or plate without prior approval den ongineer, 17. Install arid toad vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project enginerir before use. 19. Review all portions of this design (front, back, words and pictures) tefore use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSIITPI 1 quality Criteria. Ad00 aH000 ASP PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: M19-0193 DATE: 12/3/2019 PROJECT NAME: TUKWILA VILLAGE SITE ADDRESS: 14200 TUKWILA INTL BLVD X Original Plan Submittal Response to Correction Letter # Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: tt-.5A C 194a3-1 0 Building Division ire Prevention Public Works El Structural Planning Division Permit Coordinator n • PRELIMINARY REVIEW: Not Applicable Ti (no approval/review required) DATE: 12/5/19 Structural Review Required REVIEWER'S INITIALS: DA1E: 111111111118111111118118111111111111111111111111111111 APPROVALS OR CORRECTIONS: Approved n Corrections Required (corrections entered in Reviews) DUE DATE: 1/2/2020 Approved with Conditions - Denied Denied (ie: Zoning Issues P Notation: REVIEWER'S INITIALS: DAIb: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg El Fire El Ping LJ PW 0 Staff Initials: 12/18/2013 C F M HEATING AND COOLINGOC C:OLabor (https://latwLgey_l AIN Page 1 of 2 Contractors C F M HEATING AND COOLING tNC Owner or tradesperson Principals CLANCY, SHAUN P, PRESIDENT Doing business as C F M HEATING AND COOLING INC WA UBI No. 602 361 244 PO BOX 3205 KIRKLAND, WA 98083 425-821-1293 KING County Business type Corporation 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. CFMHEHC969CD Effective — expiration 02/04/2004— 02/27/2020 Bond DEVELOPERS SURETY & INDEM CO Bond account no 798903C $12,000.00 Received by L,SI Effective date 12/17/2008 02/04/2009 Expiration date Until Canceled Insurance AMERICAN FIRE & CASUALTY CO $1,000,000.00 Policy no BKA54333410 Received by L&I Effective date 01/22/2019 02/04/2011 Expiration date 02/04/2020 Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&t tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Certifications & Endorsements OMWBE Certifications No active certifications exist for this business. Apprentice Training Agent Not allowed to have apprentices. Rf,(7,1\ TrIf..fn ;1 aerl-v91 T -Y1M 244,127T TC—CFMT-IFITC969CDRTS A W= 12/26/2019 PROJECT DATA rn OWNER: TUKWILA VILLAGE DEVELOPMENT ASSOCIATES, U.C. PROJECT LOCATION: 121,0 TUKWILA INTERNATIONAL BOULEVARD, TUKWILA, WA ASSESSOR'S PARCEL NUMBERS: 15236 42" JOHNSON BRAUNDINC. 15200 52nd Ave. South Suite 300 Seattle, WA 98188 EXISTING APARTMENTS PROPOSED (FUTURE) BUILDING 8 PARCELS ZONING: NCCIU ROD S AREA: 63,989 S.F. (1.47 ACRES) DESCRIPTION: PARCEL A: PORTION OF THE SE 114, SWI/4 OF SEC. 15. & NEI/4, NW1/4 SEC. 22 TWP 23 NORTH, RANGE 4 EAST, W.M. CITY OF TUKWILA, KING COUNTY, WASHINGTON - COMPLETE LEGAL DESCRIPTION Phone 206.766.8300 _wm .johnnbmund.m ARCHITECTURE INTERIOR DESIGN Greg L. AlIvAne, AIA Jeffrey A. Williams, AIA (PARKING ZONING: LOT) MDR ACCESS EASEMENT FOR ADJACENT APARMENTS PARCEL A PROPERTY LINE BELOW PARKING PARCEL A: (51) SURFACE STALLS (85) GARAGE STALLS (02) LOADING STALLS (138) TOTAL STALLS ZONING: NEIGHBORHOOD COMMERCIAL CENTER (NCC)(TMC 1822.080) URBAN RENEWAL OVERLAY DISTRICT (URO)(TMC 18.43) & TUKWILA INTERNATIONAL BLVD. DESIGN MANUAL PROPERTY LINE PARKING DEVELOPMENT STANDARDS: 1. BUILDING HEIGHT: UP TO 70 FT (PER DEVELOPMENT AGREEMENT). 2. EXISTING NCC SETBACK STANDARDS FRONT: 12 FT ON TUKWLA IN7L BLVD.SOUTHI SECOND FRONT: 5 FT. SIDE: I OFT. REAR (WAN 50 FT OF MDR): I ST FLOOR 10 FT. 2ND & ABOVE: 2D FT, 3380 TREGIHSTERETD. ARCHITECT 'T7 GREG L. ALLWINE TATE OF WASHINGTON 2 SECOND SERVICE PAD TRASH & RECYCLING INTERNAL DRIVE 3. THE MAXIMUM NUMBER OF DWELLINGFLOOR UNITS SHALL BE DETIRMINED BY BUILDING ENVELOPE, RATHER THAN A NUMERIC DENSITY. -*.-UNIT MIX LIMITATION THAT STUDIO UNITS AVERAGE AT LEAST 500 SF OF Z� INTERIOR FLOOR SPACE WITH NO UNITS SMALLER THAN 450 SF. NO MORE THAN 40% OF DWELLING UNITS TO BE STUDIOS. TOTAL SQUARE FOOTAGE OF STUDIO UNITS = 508 SF. MOUNTED T C I pl� MOUNTED CABINET PER o� N ED CABINET R TTL C, LIGHT T _ SEATTLE CITY LIGHT -0 111 -A- 0 BELOW GRADE �VAULT 2 PER SEATTLE CITY LIGHT 292.50 - - - ---------- - - -------------- PARKING m C6 EASTGARAGE - ----- - --------- - ----- - - - ENTRY 292.86 2D4OV ----- PARKING PROPOSED BUILDING C COMMONS PARCELC ZONING: NCC/UROD ACCESSIBLE ROUTE 5. ALLOW LIVE -WORK UNITS ON THE GROUND FLOOR. 6. ALLOW GROUND FLOOR RESIDENTIAL USES AT PORTIONS OF BUILDING THAT DO NOT FRONT ONTO AN ARTERIAL. THE URO DEVELOPMENT STANDARDS APPLY WHERE ALL OF THE FOLLOWING CRITERIA ARE MET JMC 18.43.070.8): 0 0 o. uj �-A .4 T, 0 (�) 292.90' 9 INTERNAL I L J F DRIVE LIVEMORK REAR LIVEMORK ENTRY ENTRY 293.0 293.07 - - - - - -- - - - - - - - - - - - - - - - - - 1 L i F - - - - - - I L ---- ----- 2B4.57 294.4' ------ - T - _j - - - - 294.5T OF TRAVEL GREASE INTERCEPTOR PER MEP DESIGN -BUILD -AT LEAST 100 FEET OF DEVELOPMENT PARCEL FRONTS ONTO TUKWILA INTERNATIONAL BOULEVARD, -AT LEAST75% OF PARKING IS PROVIDED IN AN ENCLOSED GARAGE AND SCREENED FROM VIEW FROM PUBLIC ROW. THE GROUND FLOOR ALONG T.I.B. MUST CONTAIN ACTIVE USES. DEVELOPMENT MUST PROVIDE AMENITIES FOR HIGH QUALITY PEDESTRIAN EXPERIENCE. THE PROPERTY OWNER SHALL PREPARE A TRANSPORTATION z 02 0 F- ft� I= C) Lu 0 2 D Cr x 0: In 00 U (L z Uj P- 0 Lu \ 291.00' NORTH GARAGE ENTRY 2 F� 2 PARCEL BUILDING A/ PARCEL A A UNIT 6-STORY / 83 UNIT TM T MIXED USE APARTMENT RESIDENTIAL ENTRY 294.5T COMMERCIAL ENTRY COVERED ENTRY MANAGEMENT PLAN TO ENCOURAGE ALTERNATIVES TO AUTOMOBILE USE PROVIDE CAR SHARING PROGRAM FOR RESIDENTAL DEVELOPMENT. -PROVIDE BICYCLE PARKING FOR RESIDENTIAL USE (SEE A001). (n W 0 Of 1 0 L i-0 CO, ZONING: NCC ISSUE DATE: 02-27-2019 2 'Li ATM r- - - - - - - - i - - - - - _j STAIR ITENANT MACHINE EXIT 293.77 E�292.43 - - L - - - - - - - - - - - r - - - - - - - - I r - - - - - - - - - - - - L_______ -- L J ENTRY TENANT 293.90' OUTLINE OF BUILDING ABOVE F RECEIVED \L] LOADING ENTRY 294ST TENANT FRONT ENTRY 295.07 TENANT ENTRY 295.62 Q 295.32'DEC M1 0193 9 CITY OP TUKWIL 0 361MACHI 2015 PERMIT CENTER FOC, LOCATED WITHIN 50-0" STALL OF FIRE HYDRANT, & METAL GREASEINTERCE 0 PTOR 296.40' INTERNAL DRIVE 8 0 -0 SIGN W1 RAISED LETTERS 0 9 ( W 'Sr 3 LEAST I" IN SIZE SIZE MEP DESIGN -BUILD PER RESTAURANT PA 1 .301- ENTRY "KING 296.49 PJROPER7� UNS PROPOSED LIBRARY KCLS PARCEL D ZONING: NCC/UROO FILIE F JL r*e,-.nt N L ty9fY �f Construction clocuments OM -re a.Y,'Oooled cooe or .,Ov anc. a WI rU/LA /N7.,,,,, STALLS + (1) LOADING STALL DEDICATED FOR LIBRARY USE C14 "OULEVA ONAL RD QI 1VG PARCEL A LEGAL DESCRIPTION L LU :5 0 0 4) That portion ofSoutheast quarter ofthe Southwest quarter of Section 15, Township 23 North, Range 4 East, Willamette Meridian, more particularly described as follows: COMMENCING at the Southeast comer of said Southwest quarter, THENCE North 87*35'31" West 586.32 feet along the South line of said Southwest Z) j M 0 I_ j�¢ uj z 0 z SEPARATE PERMIT SEPARATE FOR: Mechanical 02" Electrical V '_ bing VGas'Piping 9 quarter; THENCE at right angles, North 02*24'29'East, 44.25 feet to the North margin of 144th i Street as conveyed to the City of Tukwila by King County Recording No. THENCE North 20*06'57' East 155, 94 feet to the TRUE POINT OF BEGINNING; THENCE North 19*27'2,f' East, 33.78 feet to a point on a non -tangent curve, the radius of which bears North 03*55'17" West; THENCE Northeasterly along the arc of a curve concave to the Northwest, having a radius 0 0CL > z W Lu 'z z < < > E . Tukwila City of Tukwila Ci'yNG DIVISION BUILDING '.' of 40.00 feet. through a central angle of37'11'17', and an arc length of feet to a point of reverse curvature; THENCE Easterly along the arc of a curve to the right, having a radius of 64.00 feet, IU z tWWS 3: S 0 PROJECT 1026 DRAWN BY: CMRjCLT CHECKED BY: DWK di CL at T R"' ' vi-, REVSIONS CoDE A, P through a central angle W49*31'36% and an arc length of 55.32 feet; THENCE North 08'25'00" East, 105.72 feet to a point of tangency; THENCE Northerly along the arc of a curve to the left, having a radius of 200.00 feet, through a central angle of 06*5736', and an arc length of 24.30 feet; ARCHITE SITE Ib CO) 3) SoQwi;�a-. 40� BUILD!NG DIW-�]'ON THENCE North 0l*2724" East. 31.97 feet to the North line of the Plat of Cherry Lane, recorded in Volume 48, at page 21; THENCE South 87*35'31" East. 31.50 feet along said North line; THENCE North 01*2724'East, 66.00 feet; THENCE North 07*15'12'West, 135.11 feet; THENCE South 73*14'00" West. 151.66 feet to the East Tukwila q020 Boulevard, margin of International being a point on a non -tangent curve, the radius of which bears North 80'09'16' West; THENCE Southerly along said East margin, along the arc of a curve concave to the West having a z Lu 0ARCHITEQjW3&,jITF PLAN ill = 20'.0" C radius of 1,960.00 feet, through a central angle of 10*0233", and an arc length of 343.54 feetto a point which bears North 70*3236'Weet from the TRUE POINT OF BEGINNING; FOR CONSTRUCTION THENCE South 70*32'W'East 119.35 feet to the TRUE POINT OF BEGINNING ABBREVIATIONS AC AIR CONDITIONING AD ACCESS DOOR AFC ABOVE FINISHED CEILING AFF ABOVE FINISHED FLOOR AHU AIR HANDLING UNIT AL ALUMINIUM BOO BACK DRAFT DAMPER BFC BELOW FINISHED CEILING BHP BRAKE HORSE POWER BI BACKWARD INCLINED BOD BOTTOM OF DUCT BTU BRI11SH THERMAL UNIT BTUH BRI11SH THERMAL UNIT PER HOUR CFM CUBIC FEET PER MINUTE CO CLEAN OUT CV CONSTANT VOLUME CW COLD WATER CRD CEILING RADIATION DAMPER DIA DIAMETER DIM DIMENSION DMPR DAMPER ON DOWN DP DIFFERENTIAL PRESSURE DWG DRAWING EX EXISTING EAT ENTERING AIR TEMPERATURE EF EXHAUST FAN EFF EFFICIENT, EFFICIENCY EG EXHAUST GRILLE ELEC ELECTRICAL FG FLOOR GRILL FD FIRE DAMPER F FURNACE FPM FEET PER MINUTE FSK FOIL SKRIM KRAFT LINER (SPUNSTRAND) FT FEET, FOOT G GAS GR GRILLE HP HORSE POWER HR HOUR HPID HEAT PUMP INDOOR UNIT HPOD HEAT PUMP OUTDOOR UNIT HTG HEATING HVAC HEATING, VENTIALTION AND AIR COND110NING HW HOT WATER ID INSIDE DIMENSION IN NCH, INCHES INFO INFORMATION INSUL INSULATE, INSULATION JAN JANITOR KW KILOWATT KWH KILOWATT HOUR LAT LEAVING AIR TEMPERATURE LF LINEAL FEET LVG LEAVING MA MIXED AIR MBH THOUSAND BRITISH THERMAL UNITS PER HOUR MAT MIXED AIR TEMPERATURE MAX MAXIMUM MECH MECHANICAL MIN MINIMUM, MINUTE MSC MSCELLANEOUS N NORTH NA NOT APPLICABLE NTS NOT TO SCALE OSA OUTSIDE AIR OAT OUTSDE AIR TEMPERATURE OD OUTSIDE DIMENSION OPP OPPOSITE OV OUTLET VELOCITY PD PRESSURE DROP PERF PERFORATED PF PRE FILTER PH PHASE QTY QUANTITY RA RETURN AIR READ REQUIRED RET RETURN RPM REVOLUTIONS PER MINUTE RG RETURN GRILLE SA SUPPLY AIR SCHED SCHEDULE SO SMOKE DETECTOR SF SUPPLY FAN SFD SMOKE/FIRE DAMPER S.I.O SUPPLIED & INSTALLED BY OWNER/ (OTHER) SHT SHEET SP STATIC PRESSURE SPEC SPECIFICATION SR SUPPLY REGISTER SS STAINLESS STEEL STAT THERMOSTAT TEMP TEMPERATURE TK TOE KICK TEMP TEMPORARY THRU THROUGH TSTAT THERMOSTAT TYP TYPICAL UL UNDERWRITER'S LABORITORY UV UNIT VENTILATOR V VOLT VAC VOLTS AC VDC VOLTS DC VD VOLUME DAMPER VAC VACCUUM VAV VARIABLE AIR VOLUME VEL VELOCITY VOL VOLUME W/ NTH W/O WITHOUT WB WET BULB WC WATER CLOSET MECHANICAL SPECIFICATION GENERAL SCOPE THE INTENT OF THE SPECIFICATION AND THE DRAWINGS IS TO PROVIDE A COMPLETE AND FULLY OPERATIONAL MECHANICAL SYSTEM. THE MECHANICAL CONTRACTOR SHALL FURNISH AND INSTALL ALL LABOR, MATERIAL, AND EQUIPMENT NECESSARY TO COMPLETE THE MECHANICAL WORK. DRAWINGS ARE SCHEMATIC IN SOME AREAS AND MAY NOT SHOW OFFSETS WHICH MAY BE REQUIRED. SITE EXAMINATION THE MECHANICAL CONTRACTOR SHALL THOROUGHLY EXAMINE ALL AREAS WHERE EQUIPMENT, DUCTWORK, AND PIPING WILL BE INSTALLED AND WILL REPORT ANY CONDITION THAT, IN HIS OPINION, PREVENTS THE PROPER INSTALLATION OF THE MECHANICAL WORK, STANDARDS EQUIPMENT AND MATERIALS SHALL CONFORM WITH APPROPRIATE PROVISIONS OF ARL, ASME, ASTM, UL, NEMA, ANSO, SMAGNA, ASHRAE, NFPA, AS APPLICABLE TO EACH INDIVIDUAL UNIT OR ASSEMBLY. CODES ALL WORK SHALL BE PERFORMED IN STRICT ACCORDANCE WITH ALL APPLICABLE STATE AND LOCAL CODES AND ORDINANCES. IN CASE OF CONFLICT BETWEEN THE DRAWINGS/SPECIFICATIONS AND THE CODES AND ORDINANCES, THE HIGHEST PERMITS AND FEES THE MECHANICAL CONT FEES, AND INSPECTION' WARRANTY THE MECHANICAL CONT TO BE FREE OF DEFEC' ONE (1) YEAR FROM TF REPAIR OR REPLACE AI AND SHALL RESTORE A REPAIRING DEFECTIVE b DUCTWORK AND ACCESSORIES SHEET METAL DUCTWORK ALL DUCTWORK TO BE RIGID SHEET METAL CONSTRUCTED FROM GALVANIZED SHEET STEEL IN ACCORDANCE WITH SMACNA LOW VELOCITY DUCT CONSTRUCTION STANDARDS. ALL EXPOSED DUCTWORK TO BE ROUND, SPIRAL, LOCK SEAM TYPE. ASSEMBLE AND INSTALL DUCTWORK IN ACCORDANCE WITH RECOGNIZED INDUSTRY PRACTICE FOR ACHIEVING AIR TIGHT (8% LEAKAGE) AND NOISELESS (NO OBJECTIONABLE NOISE) SYSTEMS CAPABLE OF PERFORMING EACH INDICATED SERVICE. FURNISH ALL DAMPERS, TRANSITIONS, CONNECTIONS TO AIR TERMINALS, AND OTHER ACCESSORIES NECESSARY FOR A COMPLETE OPERATING SYSTEM. NO VARIATION OF DUCT CONFIGURATION OR SIZES WILL BE PERMITTED EXCEPT BY PERMISSION FROM THE ENGINEER. DUCT SEALANT SEAL ALL LONGITUDINAL AND TRANSVERSE JOINTS WITH A NON -HARDENING, NON -MIGRATING MASTIC OR LIQUID ELASTIC SEALANT OF A TYPE RECOMMENDED BY THE MANUFACTURER FOR SEALING JOINTS AND SEAMS IN SHEET METAL DUCTWORK. COVER ALL FIELD JOINTS, JOINTS AROUND SPIN -IN FITTINGS, AND FASTENING SCREWS WITH MASTIC. SUPPORTS: PROVIDE HOT -DIPPED GALVANIZED STEEL, FASTENERS, ANCHORS, RODS, STRAPS, TRIM, AND ANGLES FOR SUPPORT OF DUCTWORK. DAMPERS PROVIDE OPPOSED -BLADE, MULTI -LEAF VOLUME CONTROL DAMPERS WHERE INDICATED ON DRAWINGS AND AT POINTS ON LOW PRESSURE SUPPLY, RETURN, AND EXHAUST DUCTS WHERE BRANCHES ARE TAKEN FROM LARGER DUCTS. PROVIED UL LISTED FIRE DAMPERS WHERE REQUIRED AND IN ACCORDANCE WITH NFPA AND LOCAL CODES. PROVIDE CONVENIENTLY LOCATED ACCESS DOORS OF AMPLE SIZE AND QUANTITY FOR SERVICING THE DAMPERS. GRILLES, REGISTERS & DIFFUSERS GRILLES, REGISTERS, AND DIFFUSERS SHALL BE INSTALED AS INDICATED ON THE DRAWINGS AND SCHEDULES. THE MECHANICAL CONTRACTOR SHALL PROVIDE ALL MISCELLANEOUS ITEMS NECESSARY FOR A COMPLETE AND PROPER INSTALLATION IN THE TYPE OF CEILING AND WALLS USED IN THIS PROJECT. THERMAL INSULATION PROVIDE EXTERNAL THERMAL INSULATION WITH AN INTEGRAL VAPOR BARRIER SPLIT SYSTEM HEAT PUMP UNIT SCHEDULE _1111111011=90 mill DUCTLESS SPLIT HEAT PUMP UNIT SCHEDULE MARK MAKE MODEL CFM COOLING HEATING ELECTRICAL WEIGHT TOTAL SENS SEER TOTAL HSPF DATA FUSE I M.C.A. INDOOR OUTDOOR AH-9/CU-9 PANASONIC CSE24NKUA/CU-E24NKUA 500 24.0 19.20 17.50 28.8 8.5 208-1-60 20 20 26 LBS. 117 LBS. AH-11/CU-11 PANASONIC CSE24NKUA/CU-E24NKUA 500 24.0 19.20 17.50 28.8 8.5 208-1-60 20 20 26 LBS. 117 LBS, SYMBOL MAKE & MODEL SERVES CFM EFFECTIVENESS RPM FUSE MOTOR ELECT, MCA WEIGHT NOTES ERV-1 HONEYWELL VNT520OH1000 LEVEL 1 LOBBY/OFFICE 120 72% NOM NA 1.5 AMPS 120-1-60 NA 42 LBS 8"0 FRESH AIR IN/8-0 EXHAUST OUT FAN SCHEDULE DUAL BELT W/VFD CENTRAL BLOWER l�. �lz �E*kllfmlltollzil�� JANITOR LEVEL 4 JANITOR LEVEL 5 DUAL BELT W/VFD GARAGE TRANSFER FAN CONTINENTAL AXC 315 B GARAGE TRANSFER FAN FACING OF SUFFICIENT THICKNESS TO MEET LOCAL ENERGY CODE REQUIREMENTS. PROVIDE INSULATION ON EXHAUST AND OUTSIDE AIR DUCTS, AND ON CONCEALED PORTIONS OF SUPPLY AND RETURN AIR DUCTS. DO NOT INSULATE EXPOSED DUCTWORK AND PORTIONS OF DUCTWORK THAT ARE DUCT FURNACE SCHEDULE -- g 1 SYMBOL MAKE & MODEL SERVES AFUE% CFM MBH IN MBH OUT ELECT. AMPS TYPE WEIGHT NOTES INTERNALLY LINED. THERMAL INSULATION TO COMPLY WITH AN NFPA FLAMEED! SPREAD OF 25 OR LESS, AND SMOKE DEVELOPED NO GREATER THAN 50. ACCOUSTICAL DUCT LINER: 2015 DF-1 REZNOR HRP-400 CORRIDOR 80 6600 400 320 120-1-60 1.9 ROOFTOP 361 LBS. WITH SF-1 - INTERNATIONAL ENERGY CODE NOTES WITH WASHINGTON STATE AMENDMENTS: UNLESS OTHERWISE INDICATED ON THE PLANS, PROVIDE 1" GLASS FIBER 1. THERMOSTATS TO HAVE AUTOMATIC SETBACK AND MANUAL OVERRIDE AND HAVE 5°F DEADBAND TO PREVENT SIMULTANEOUS HEATING AND COOLING PER SECTIONS 0403.2.4.3 & ACCOUSTICAL DUCT LINER ON SUPPLY AND RETURN DUCTWORK WITHIN 10 FEET OF THE DISCHARGE AND INTAKE OF AIR HANDLING UNITS. INCREASE DUCT SIZE C403.2.4.2 INDICATED ON PLANS 2" IN EACH DIMENSION TO ACCOMODATE LINER. 2. GARAGE EXHAUST SYSTEM SHALL BE CONTROLLED BY VFD RUNNING AT 10% CONTINUOUSLY AND UP TO FULL CAPACITY ON DEMAND OF CO SENSORS PER SECTION C403.2.5.3 3. ALL DUCTWORK SHALL BE CONSTRUCTED AND SEALED PER 2015 IMC REQUIREMENTS PER SECTIONS C403.2.7.1 & C403.2.7.3 4. ALL SINGLE ZONE AC UNITS DO NOT EXCEED CAPACITY LIMITS AND DO NOT HAVE ACTIVE HUMIDIFICATION OR SIMULTANEOUS HEATING AND COOLING PER SECTION C403.3 5. ALL DUCTED HEAT PUMPS REQUIRE ECONOMIZERS PER SECTION C403.3.1 6. ALL DUCTED HEAT PUMPS WILL BE INSTALLED WITH MODULATING ECONOMIZERS CAPABLE OF 100% OSA 7. ALL DUCTED HEAT PUMPS WITH COOLING REQUIRE ECONOMIZER CONTROLS PER SECTION C403.4.1 8. CONTROLS FOR ECONOMIZER UNITS WILL BE INSTALLED TO CONTROL BUILDING HEATING USAGE DURING NORMAL OPERATION PER SECTION C403.4.1.4 9. ALL COMBINATION FIRE/SMOKE DAMPERS FOR THE CORRIDOR VENTILATION SYSTEM SHALL BE RATED FOR 3 HOURS 10. DUCTWORK DESIGN PRESSURE WILL BE 2" W.G. PER SECTION C403.2.7.3 11. ALL DUCTED HEAT PUMPS SERVING AN INDIVIDUAL ZONE SHALL HAVE THERMOSTATIC CONTROLS PER SECTION C403.3.4.1 12. ALL DUCTED HEAT PUMPS SHALL INCLUDE MICROPROCESSOR CONTROLS THAT MINIMIZE SUPPLEMENTAL HEAT USAGE DURING START UP AND DEFROST PER SECTION C403.2.4.1 .1 13. AH-5, 6, 7 ARE TO BE INSTALLED WITH A SMOKE DETECTOR IN RETURN AIR DUCTWORK THAT IS WIRED INTO ALARM PANEL BY THE ALARM CONTRACTOR AND WILL SHUT DOWN THE UNIT C ACTIVATION OF ALARM PANEL OR DETECTION OF SMOKE 14. ALL COMBINATION FIRE/SMOKE DAMPERS ARE WIRED INTO THE ALARM PANEL BY THE FIRE ALARM CONTRACTOR. THEY WILL POWER CLOSE ON ACTIVATION OF ALARM AS WELL AS KILL THE POWER TO ALL SUPPLY & EXHAUST FANS TO THE CORRIDOR VENTILATION SYSTEM 15. THE FOLLOWING COMMISSIONING TESTS AND REPORTS SHALL BE PROVIDED UPON COMPLETION OF PROJECT PER SECTION C408.2: AIR BALANCING, HVAC EQUIPMENT FUNCTIONING TES" HVAC CONTROLS FUNCTIONING TEST, ECONOMIZER FUNCTIONING TEST. ALL BALANCE REPORTS, COMMISSIONING REPORTS, AND O&M MANUALS WILL BE SUBMITTED TO OWNER UPON COMPLETION OF PROJECT. 16. SECONDARY POWER FOR STAIRWELL PRESSURIZATION FANS PROVIDED BEFORE TAP TO MAIN POWER BY ELECTRICIANS. LEGALLY REQUIRED STANDBY. 17. PER WSEC ALL MOTORS OF LESS THAN 1 HP SHALL HAVE A 70% OR BETTER EFFICIENCY RATING 18. ALL MOTORIZED DAMPERS MUST BE CLASS 1 A 19. ALL CORRIDOR FIRE/SMOKE DAMPERS TO BE CONTROLLED BY INDIVIDUAL SMOKE DETECTORS INSTALLED BY ELECTRICAL CONTRACTOR DRAWING SYMBOLS o Ir N.. NORTH ARROW m A SECTION IDENTIFICATION M201 LU SHEET IDENTIFICATION p O COLUMN GRID SYMBOLS I ( I I ( ( IO O GENERAL MECHANICAL NOTES 0 NUMBER IDENTIFlCAT10N t� FLAG MECHANICAL NOTES NUMBER IDENTIFICATION MECHANICAL LEGEND SYMBOL EDpEg�SCRIPTION CK INFORANIAiI N UGH LINETWND NEW WORK (HEAVY UNE) / R RELOCATE EXISTING EQUIPMENT ITEM / EOpRgDTEMCE�pIUNDII�,C�ATEDpR TO BENSERTlll ELYTDEMIXISHH K POINT OF NEW CONNECTION EQP-1 7yp qL EpU Q� (EXHAUST FANMR0TVMESIGNATION QT ROOM/ZONE THERMOSTAT 12X8 DUCT _0ST FIGURE = SIDE SHO , 2ND FIGURE = SIDE NOT SHOINJ� �. FLEXIBLE CONNECTION I-i- --F- -i�� VOLUME DAMPER ` 45' TAKE -OFF ;RECTANGULAR TAKE -OFF WITH FLEXIBLE DUCT M MOTORIZED DAMPER SFD COMBINATION SMOKEMRE DAMPER �IIIFD FIRE GgDAMPER Ln sllRRAADI ON DAMMPPE OR GRILLE TERMINALS ggQLING DIFFUSER, TYPE 1 CK BA ANECEE TO 350 CFM RRETURNGCRIILLE. TYPE 1 84ALLAN NETO 350 CFM ® TRANSFER GRILL TYPE 1 24x12 NECK BALANCE TO 350 CFM TYP 2 TYPICAL OF 2 -®- CEILING DIFFUSER CEILING RETURN GRLLE ® CEILING EXHAUST GRILLE -RL REFRIGERANT LIQUID LINE -RS REFRIGERANT SUCTION LINE - -C- - CONDENSATE PIPING SHEET INDEX MO.1 MECHANICAL SCHEDULES M1.0 HVAC LEVEL P1 RECEIVED M2.0 HVAC LEVEL 1 CITY OF TUKWILA V M3.0 HVAC LEVEL 2-4 M4.0 HVAC LEVEL 5 DEC 0 3 2019 M5.0 HVAC LEVEL 6 PERMIT CENTER M6.0 HVAC ROOF MTO SMOKE EVACUATION SYSTEM ECONOMIZER EXCEPTION FOR DUCTLESS SPLIT SYSTEM HEAT PUMPS q'000- AH-11/CU-11 IS A DUCTLESS SPLIT SYSTEM HEAT PUMP BEING USED TO COOL THE ELEVATOR MACHINE ROOM & PARTS OF THE BUILDING THAT ARE R OCCUPANCY. THESE ARE DEDICATED or sgf rZr A5"s_z EQUIPMENT ROOMS &RESIDENTIAL APPLICATIONS. PER EXCEPTION 5 OF SECTION C403.4.1, ANY EQUIPMENT USED TO COOL ANY DEDICATED ELECTRONIC EQUIPMENT ROOM WITH A CAPACITY o Sr �.g.i`aFmunni5' OF LESS THAN 240,000 PER BUILDING CAN BE INSTALLED WITHOUT ECONOMIZER PROVIDED THEY ARE 15% HIGHER EFFICIENCY THAN MINIMUM REQUIREMENT, THIS UNIT IS 17.50 SEER WHICH IS MORE THAN THE 15%ABOVE REQUIRED MINIMUM (14.00 SEER) :88AD�H Eo ®crsrctR•° 3, GARAGE GARAGE EXHAUST CALCULATIONS: oGz a2a THE GARAGE EXHAUST FANS WILL OPERATE AT 10% CONTNNOUSLY WITH THE VFD DRIVE AND WILL GO UP TO 100% CAPACITY (DESIGNED AT 0.75 CFM/SQUARE FOOT) WHEN THE CO SENSORS CALL FOR IT. GAS SENSOR TO BE ABLE TO DETECT NO2 AND HAVE SET POINTS PER 2015 WSEC C403.2.5.3 SET DATE: 1 1-19-19g m. Q Q J C OD J Q 00 CD Z (.0 W O T- Q Q 0) z Q cc > W Q z JQ O Y ON Y O ~ T U) W J 0 W U7 Q ■ J H U z 0 z J 20 LL U U0 z_ I-- W o ;m o w co ` Zo U rn ro Q¢ � =�mE opNi-i � J N roE vLrLoP -Yv� SHEET NUMBER z 0 w Illllllm lililliz 1 7 z 9 < ----------- L ---------- J IL -- 7111 ------ T T ------------- ------ 7- < > I () C) -i / 12 < 00 In LU 0 T- ELECTRICAL m ri ri rl rl m (5 oc) ROOM LEV. M < 0) II II (D L L L J i Z < (E) on IIs 8 D9 @ L L j L L J L L J L L J L L J L L J L L J L L J L L J L L J L L L J L L J L L OMPACT JCOMIPACT COMPACTCOMPACT COMPACT d— i > w < F- 0 0 c\j GARAGE MAKE UP M T- o LL NORTH GARAGE ENTRY 7STAIR I UP nVdWo� I ri I I m I ri I i ri ri E. DOMESTIC HWT/ DIFIXIIIII OF am SPRINKLER RM. > L J i L[ LLJ J L J J Li L J Ll 4 lxw DOM lir OlicTBELM CMM Up a Sim STAIR 2 18 48 �j T- ---------- STORAGE 406 — ICYCLE ---------- — TORAG 1 1 RIKE --------------- ELEC. ROOM vdAyo C") "Okdjloo 0 0 u LL C) 7 06 UTILI u RECEIVED CITY OrziUKWILA DEC 0 3 2019 W o / \ j T— ;, 10 PERMIT CENTER z .0 W, cot z Iq E 11 C[ Ip2 2 N a) SHEET NUMBER 7. E gt, s s agg Hp � Ij M1.0 HVAC LEVEL Pl z CON—CTORS LICENSE SCALE: . = 1 -0.- E- SETDATE: 11-1 —19 gE "urg CFMHEHC969CD N!smf —6, NON RESIDENTIAL VENTILATION CALCULATIONS ZONE OCCUPANCY AREA CFM/PERSON AREA OUTDOOR BREATHING RATE DEFAULT OCCUPANCY DENSITY MINIMUM FRESH AIR DESIGN FRESH AIR SERVED BY RETAIL SALES SALES 473 SQUARE FEET 7.5 0.12 CFM/SQ. Fr. 15 PER 1000 SF 78 CFM 100 CFM AH-1 RETAIL SALES SALES 497 SQUARE FEET 7.5 0.12 CFM/SQ. FT. 15 PER 1000 SF 90 CFM 100 CFM AH-2 RE -TAIL SALES SALES 635 SQUARE FEET 7.5 0.12 CFM/SQ. FT. 15 PER 1000 S.F. 1140FM 150 CFM AH-3 RETAIL SALES SALES 1365 SQUARE FEET 7.5 0.12 OFM/SQ. Fr. 15 PER 1000 SF 232 CFM 250 CFM AH-4 RESTAURANT BAR/RESTAURANT 2735 SQUARE FEET 7.5 0.18 CFM/SQ. FT. 70 PER 1000 S.F. 1008 CFM 1100CFM AH-5 & AH-6 RETAIL SALES SALES 2170 SQUARE FEET 7.5 0.12 CFM/SQ, Fr. 15 PER 1000 S.F. 370 CFM 400 CFM AH-7 LOBBY/OFFICF/MAIL, MIXED 927 SQUARE FEET 5 0.06 CFM/SQ. FT. 10 PER 1000 S.F. 100 CFM 120 CFM ERV-1 TUKVVILA /IVTERNA ON &otJLE-VARDTI_AL SCALE:J,"=vo" . .... ......... 8.6 9 11,1111Ylllll I 111111A,111,11,1111XIII If I A/ I I 11411 If 11`111M AIR \11 LOUVER JP"X24' RELIEF LOUVER a "44E .,2LET EXHAU 3'O HOLE FOR LOE E j 20*0 FRIES AIR ido NI(I.T A of 91, 1 U -1 -jil I LMLU REFER LINES I 20'0 FRESH fR/ DUCTWTHR y H �43 22 X22' WELDED GREASE DUCT 2 LAYERS OF nkE WRAP AH UP TO R FOR FUTURE RETAURANT• - 1ANT 4 20'0 FRESH AIR 24.2e FRESH AIR DUCT KITH R-8 •INTAKE LOUVER • • R RANT RESTAUR -U4E---4_,• PER DDA SECTIO 2.11 MD •24'.24' FRESH AIR INTAKE LOUVER ®r 7 RECEIVED CITY 0,': TUKWILA DEC 0 3 2019 PERFAT CEINTE N. T 02 Hm R. SET DATE: 11 -1 -19 i 2 ;- EH i., j � ; 1 0' c) < CD co C3 Z (D Lu 0 T- o F: cy)o,) -jzQ DE > LLJ < o 0 C\j M2.0 CONTCTORS LICENSE CFMHEHO969CD 0 OPERABLE WINDOW OPENING REQUIREMENT FOR COMMUNITY ROOM 214 595 SQUARE FEET OF COMMUNITY ROOM REQUIRES 5% OF FLOOR AREA TO BE OPERABLE WINDOWS. 29.75 SQUARE FEET OF WINDOWS MUST BE OPERABLE HVAC NOTE: DUCTLESS HEAT PUMP SERVING COMMUNITY ROOM 214 IS ONLY ON THE SECOND FLOOR. THIRD AND FLOOR FLOOR IS A LIVING UNIT ABOVE COMMUNITY ROOM. SEE SHEET M4.0 FOR TYPICAL UNIT VENTING OF THAT LIVING UNIT HVAC LEVELS 2 THRU 4 SCALE:°=1'0' 86 O --T j RECEIVED CITY OF TUKWILA DEC 0 3 2019 PERFAIT GETTER mlm---o q3 N. inqn- z oWo9fid kti H 's8 M IFN M' SET DATE: 02-07-19 j,!4$111o?" U z U z J 0 LL U U06 z W o o am o z U zLu ¢d r =�mE N Z N N Y ME M3.0 CONTRACTORS LICENSE CFMHEHC96900 HVAC FLAG NOTES D> MATH 1 HOUR RADIATION DAMPER OPERABLE WINDOW OPENING REQUIREMENT FOR SUN ROOM 513 570 SQUARE FEET OF SUN ROOM REQUIRES 5% OF FLOOR AREA TO BE OPERABLE WINDOWS. 28.5 SQUARE FEET OF WINDOWS MUST BE OPERABLE I I I I I I I I I I I -t - - I - - I I - - - I I - - I - - - I - - - I I - - I I I 10 B•1 10 �/ 1, HVAC 5TH FLOOR PLAN C12 SCALE:3'-1'0' "°nn f 4 RECEIVED CITY OF TUKWILA DEC 0 3 2019 �PER%ljT CEwTER N. 0 o� w ZZ aF * $2 4 Q 3�a mZ yj`, Nj �� '8 auu,FSG caB�2ZEQ��Z SET DATE: 11-19-19 q �g�,�Eg s� Q J J Q 00 CO z co WOr Q Q 00 J z Q JCc> > LU j z < O U z CD o O U0 z Q LU o _ *� 8 zo - wc Nz�@1 �gmF M4.0 COWCTORS LICENSE OFMHE1109690D I I I I I I I I I I I I I I I I I I I I I44 HVAC 6TH FLOOR PLAN _d� SCALE:-'-1 Qn North 8.6 9 I I I 10 I -------------------- 11 12 \ --- oI S i RECEIVED CITY Of TUKWILA DEC u 3 2019 OPERMIT CENTER I N. _ y HIM t� OZ a g SET DATE: 11-19-19 i " 9E�a�EELL —g3iS£PA C1 Q J or CO J Q 00 mz(.0 w0r Co QQ0) J z Q > W > Qz< 0 Y o Y U z z O LL O U0 z W o 1:]o ; �, E wm zoo Lu as t ViN� N� -Cdl IVIS.0 CONTRACTORS LICENSE CFMHEHC96901) STAIRWEI 20' MINIMUM I I I I I I I I I I I I I I I I I 11 HVAC ROOF PLAN 12 SCAL E:4, "=1'0" "°rtn --o 3 RECEIVED CITY OF TLI CWILA DEC 0 3 2019 qP R611T / I l CENTER �¢f N, $o e 2 �97 Su� ti y° m° �o�a D� SET DATE: 11-19-19 �Ea� U Z 0 z o � o U06 z W o o ww z0 W U ¢a r a ci aZ!(Bi IVIID.0 CONTP CTORS LICENSE CFMHCHC969CD SEQUENCE OF OPERATIONS: CORRIDOR EXHAUST: DURING NORMAL OPERATION: 1) CORRIDOR SUPPLY FSD'S ARE TO BE OPEN. SUPPLY FAN TO OPERATE AT 100% 2) CORRIDOR EXHAUST FAN FSD'S ARE TO BE OPEN. EXHAUST FAN TO OPERATE AT 100% UPON SIGNAL FROM SMOKE DETECTOR ON THE FIRE FLOOR: -ON THE EVENT FLOOR: THE FIRE FLOOR SHALL MAINTAIN NEGATIVE PRESSURE IN RELATION TO THE FLOOR ABOVE AND THE FLOOR BELOW. 1) CLOSE THE CORRIDOR SUPPLY FSD 2) OPEN THE CORRIDOR EXHAUST FSD -ON THE FLOOR ABOVE FIRE FLOOR: 1) OPEN THE CORRIDOR SUPPLY FSD. SUPPLY FAN SHALL OPERATE AT 100% 2) CLOSE THE CORRIDOR EXHAUST FSD. EXHAUST FAN SHALL OPERATE AT 100% -ON THE FLOOR BELOW FIRE FLOOR: 1) OPEN THE CORRIDOR SUPPLY FSD. SUPPLY FAN SHALL OPERATE AT 100% 2) CLOSE THE CORRIDOR EXHAUST FSD. EXHAUST FAN SHALL OPERATE AT 100% -ON ALL OTHER FLOORS 1) CLOSE THE CORRIDOR SUPPLY FSD. SUPPLY FAN SHALL OPERATE AT 100% 2) CLOSE THE CORRIDOR EXHAUST FSD. EXHAUST FAN SHALL OPERATE AT 100% THE STAIR PRESSURIZATION IS AS FOLLOWS: -DURING NORMAL OPERATION, SUPPLY PRESSURIZATION FAN SHALL BE OFF -DURING A FIRE EVENT: UPON SIGNAL FROM FIRE ALARM SYSTEM ON FIRE FLOOR 1) OPEN MOTORIZED DAMPER AT STAIR FAN 2) SUPPLY FAN SHALL ENERGIZE 3) VFD SHALL MODULATE FAN SPEED TO MAINTAIN A MIN. OF 0.15" TO A MAX OF 0.35" POSITIVE PRESSURE IN THE STAIRWELL rr 0 Ir rr O U rr 0 Q J d CORRIDOR DUCT FURNACE n CORRIDOR SUPPLY FAN I I— I CE 0 Ir ICE U cc O LL Q 2 U) 2 5000 CFM EXHAUST FAN WITH DUAL BELTS UL LISTED w SMOKE EVACUATION R OOF STAIRWELL PRESSURIZATION FAN Q - T_ 3300 CFM } rr O� OFF Q wOFF FLOOR WITH FIRE 5300 CFM co J J w 3300 CFM OFF w w OFF OFF OFF OFF TYPICAL DUAL OFF OFF -- _ SMOKE EVAC DETAIL RECEIVED CITY Oi- TUKWILA DEC 0 3 2019 rEF?;v?iT CENTER� m-6143 I N. pp .16 @ EmoZ 'o .91 ca � °d9 a b o7. m.2G Zo 3 ajt aO ,p. �Iff[R4P' WAL Sr' eo�19 H@ ilo m Q � I�� m L o maZ O�5LLp Zt oZ an SET DATE: 11-19-E19 - � , i) Q J �r m J mz� w0T 0) �z< cl >> > L i Qzg Y0Y � 't D T I— U z z O LL O z wo _ ;, E w ` zo w O7 ,m as L =3rnE O N (J N z N Up v M7.0 CONT-CTORS t10ENSE 0FMHEHC969CD 1804941 TUKWILA VILLAGE BUILDING A 18" Heel Height at Cooridor 2411 OC Verify parapet heights LOUvWS TRUSS INCORPORATED Reviewed ❑ Revise and Resubmit No Exceptions Taken ❑ Rejected ❑ Make Corrections as Noted ❑ Not Reviewed This review is only for general conformance with the design concept of the project and general compliance with the information given in the Contract Documents. Corrections or comments made on the shop drawings durring this review do not relieve the contractor from compliance with the requirments of the plans and specifications. DAVIDO CONSULTING GROUP, INC. DATE: 05/20/2019 By: Melissa Doonan PE, SE REC£it'£D CITY D; TUKWILA DEC 0 3 2019 PERNM CENTER