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14-104511 Building; - Multi Family f City of Federal Way Permit #: 14-104511 -00-M Community&Econ.Dev.Services 33325 8th Ave S Federal Way,WA 98003 Inspection Request Line: (253) 835-3050 Ph:(253)835-2607 Fax:(253)835-2609 Project Name: HIGH POINT APARTMENTS BUILDING G (fka Bldg J) Project Address: 1066 S 320TH ST Bldg G Parcel Number: 082104 9188 Project Description: NEW- Construction of a 4-story,24-unit multifamily building,including plumbing& mechanical. Owner Applicant Contractor Lender HIGH POINT 320 LLC JEF MONDONEDO HEARTLAND CONSTRUCTION CITIBANK 10900 8TH AVE S R D+A(ROSS DECKMAN& HEARTCI052Q7(1/3/18) ONE SANSOME ST FLOOR 27 BELLEVUE WA 98004 ASSOCIATES) 11100 MAIN ST SUITE 301 SAN FRANCISCO CA 94104 207 4TH AVE SE BELLEVUE WA 98004 PUYALLUP WA 98372 Census Category: 105 -New 5- or More Family Building Includes: #1 #2 #3 #4 Occupancy Class: R-2 Construction Type: Type V-A Occupancy Load: 0 Floor Area(sq.ft.) 35,352 0 0 Additional Permit Information New/Additional Sq.Feet- 1st Floor 9162 New/Additional Sq.Feet-2nd Floor 8730 New/Additional Sq.Feet-3rd Floor 8730 New/Additional Sq.Feet-Basement 8730 Building Pre-con.Meeting Required? No Mechanical to be Included? Yes Number of Stories. 4 Permit for Building Shell Only? No Plumbing to be Included? Yes Special Inspection(s)Required? No New/Additional Sq.Feet-Total 35352 Occupancy#1 -Use Apartment House Zoning Designation CC-F Mechanical Fixtures Ducting 96 Fans 96 Plumbing Fixtures Bathtubs 48 Dishwashers 24 Drains 192 Laundry Washer Outlets. 24 Lavatories 48 Sinks 24 Water Closets 48 Water Heaters 24 Hose Bibbs 2 CONDITIONS: Prior to Building Final and/or Certificate of Occupancy(C of 0),all street improvements,street lighting,and traffic signal improvements shall be complete and approved by Public Works. Prior to Building Final and/or Certificate of Occupancy(C of 0),the owner shall dedicate right of way for the 11th P1 S road extension through the site. Prior to Building Final and/or Certificate of Occupancy(C of 0),the owner shall dedicate a 10-foot Tract X along the west property frontage between 11th P1 S and the west property line. Prior to Building Final,the fire pump in building C shall be operational. i PERMIT EXPIRES Saturday, July 23, 2016 Permit Issued on Monday, January 25, 2016 I hereby certify that the above information is correct and that the construction on the above described property and the occupancy and the use will be in accordance with the laws, rules and regulations of the State of Washington and the City of Federal Way. Owner or agent: kEfgJr7 //�% ��(/�� (,.1�� Date: City of Federal Way Certificate of Occupancy This Certificate issued pursuant to the requirements of Section 110.2 of the International Building Code certifying that at the time of issuance, this structure was in compliance with the various ordinances of the City regulating building construction or use. This certificate is valid ONLY when endorsed by City staff. Tenant Name: HIGH POINT APARTMENTS BUILDING G (fka : Permit#: 14-104511-00-MF Address: 1066 S 320TH ST BIdgG Includes: #1 #2 #3 #4 Occupancy Class: R-2 Construction Type: Type V-A Occupancy Load: Floor Area(sq. ft.) 35,352 0 0 0 Owner Name: HIGH POINT 320 LLC ' OTer Address: 10900 8TH AVE S ELLEVUE WA 98004 C. Building Official Date The priority focus in the review and inspection made by the City prior to issuance of this Certificate was on those matters which experience has shown most severly affect the health and safety of the general public. Although the City has made as complete a review and inspection as is reasonably possible(within budgetary time and personnel limitations), the City neither guarantees nor warrants to the owner/occupant or to any other person that this Certificate evidences strict compliance with each and every ordinance or regulation of the City or the State of Washington affecting the construction or use of said structure or the land upon which it is situated. Such compliance is the responsibility of the owner and/or occupant of the premises. Building — Multi Family Commucini &tytyof Econ.Federal Dev.SWayervices FILE Permit #: 14-104511 -00-MF 33325 8th Ave S Federal Way,WA 98003 Inspection Request Line: (253) 835-3050 Ph:(253)835-2607 Fax (253)835-2609 Project Name: HIGH POINT APARTMENTS BUILDING J Project Address: 1066 S 320TH ST Bldg J Parcel Number: 082104 9188 Project Description: NEW- Construction of a 4-story,24-unit multifamily building,including plumbing& mechanical. Owner Applicant Contractor Lender . - HIGH POINT 320 LLC JEF MONDONEDO HEARTLAND CONSTRUCTION CITIBANK 10900 8TH AVE S R D+A(ROSS DECKMAN& HEARTCI052Q7(1/3/16) ONE SANSOME ST FLOOR 27 BELLEVUE WA 98004 ASSOCIATES) 11100 MAIN ST SUITE 301 SAN FRANCISCO CA 94104 207 4TH AVE SE BELLEVUE WA 98004 PUYALLUP WA 98372 Census Category: 105 - New 5- or More Family Building Includes: #1 #2 #3 #4 Occupancy Class: R-2 Construction Type: Type V-A Occupancy Load: Floor Area(sq. ft.) 35,352 0 0 0 Additional Permit Information New/Additional Sq.Feet- 1st Floor 9162 New/Additional Sq.Feet-2nd Floor 8730 New/Additional Sq.Feet-3rd Floor 8730 New/Additional Sq.Feet-Basement 8730 Building Pre-con.Meeting Required? No Mechanical to be Included9 Yes Number of Stories. 4 Permit for Building Shell Only? No Plumbing to be Included? Yes Special Inspection(s)Required? No New/Additional Sq.Feet-Total 35352 Occupancy#1 -Use Apartment House Zoning Designation CC-F Mechanical Fixtures Ducting 96 Fans 96 Plumbing Fixtures Bathtubs 48 Dishwashers 24 Drains 192 Laundry Washer Outlets. 24 Lavatories 48 Sinks 24 Water Closets 48 Water Heaters 24 Hose Bibbs 2 CONDITIONS: Prior to Building Final and/or Certificate of Occupancy(C of 0),all street improvements,street lighting;and traffic signal improvements shall be complete and approved by Public Works. Prior to Building Final and/or Certificate of Occupancy (C of 0),the owner shall dedicate right of way for the 11th PI S road extension through the site. Prior to Building Final and/or Certificate of Occupancy (C of 0),the owner shall dedicate a 10-foot Tract X along the west property frontage between 11th PI S and the west property line. Prior to Building Final,the fire pump in building C shall be operational. • • • PERMIT EXPIRES Saturday, July 23, 2016 Permit Issued on Monday, January 25, 2016 I hereby certify that the above information is correct and that the construction on the above described property and the occupancy and the use will be in accordance with the laws, rules and regulations of the State of Washington ..s_g_act it of Federal Way. Owner or agent: .,, '"`��► Date: ,�- 2O/ry 1 .2 City of Federal Way Certificate of Occupancy This Certificate issued pursuant to the requirements of Section 110.2 of the International Building Code certifying that at the time of issuance, this structure was in compliance with the various ordinances of the City regulating building construction or use. This certificate is valid ONLY when endorsed by City staff. Tenant Name: HIGH POINT APARTMENTS BUILDING J Permit#: 14-104511-00-MF Address: 1066 S 320TH ST BIdgJ .Includes: #1* #2 #3 #4 Occupancy Class: R-2 Construction Type: Type V-A Occupancy Load: Floor Area(sq. ft.) 35,352 0 0 0 Owner Name: HIGH POINT 320 LLC Owner Address: 10900 8TH AVE S BELLEVUE WA 98004 Building Official Date The priority focus in the review and inspection made by the City prior to issuance of this Certificate was on those matters which experience has shown most severly affect the health and safety of the general public. Although the City has made as complete a review and inspection as is reasonably possible(within budgetary time and personnel limitations), the City neither guarantees nor warrants to the owner/occupant or to any other person that this Certificate evidences strict compliance with each and every ordinance or regulation of the City or the State of Washington affecting the construction or use of said structure or the land upon which it is situated. Such compliance is the responsibility of the owner and/or occupant of the premises. • r 1 DATE INSPECTOR AREA AND TYPE OF INSPECTION 1°14 (11' 144 - Pav1'ia1 w14441 - Po✓ tot ?GAM GIS.- $rcvuwri L t=(D - 13.4w%S It^ Panottil s 9 hhg ekrtiat Fvk.r,,,,cw 14s5 Fv1.44,41114+ Du404 -12, 144 V y 131 1 12-etF -ci-ts 11(14-1Iy VMi} f'ID - Wire- TOW WO.-1-1413s . 21 1 c""44- 131ro vat t aO'Ct.._ r S b V`C-CZWAys tI �+\1p• VNA4 1Kskt CAI,1- twVs• 1 (1, Viss TKb PrL- F-och. 4- VlNu-• .T (Awl 45- . 1 11 111 F(D - Em54-T6woe 1111-111 w4 A - Wes I- Tow*, 1; liNip7 P.m* rlutnAbini - T4 rAeaihf Flow Tr- c-I- 1 11w') ('ID - TIAL b✓APub�. 1'NA \ Vvoi 'X54.14411 ri. s W-L C. 14A,tn..4 G 1 1 1%1 ill 1447 4W14 r We✓ ?- I 1 ( 11 Ybvyi, F(D, Frytvrai h5_ A 4 - iS roW l W cvlA 1 • .Iti�h we- Wu� nowt.,/ . y I vi t-t vM, F1'4114(1,5 t Fi D! Yhu k t?• - VVts 4 IAK i i-s ► eat. SAP 11-5. — THIS CARD IS TO REMAIN ON-SITE "Federal'�OF Construction Inspection Record Way INSPECTION REQUESTS: (253) 835-3050 PERMIT 4: 14-104511-00-MF Address: 1066 S 320TH ST Bldg J Project: HIGH POINT 320 LLC FEDERAL WAY, WA 98003 Scheduled inspections may be failed if this card is not on-site. DO NOT LOSE THIS CARD. Inspections are listed as close to sequential order as possible(read left to right,top to bottom). Please schedule inspections as appropriate. Work must not be covered until it is approved. Check with your inspector if you are unsure about any of the inspections or the inspection sequence. On-going inspections are logged on the back of this card. ❑ Footings/Setback(4110) 0 Foundation Wall(4115) 0 Drainage/Downspout(4040) Approved to place concrete Approved to place concrete Approved to backfill By i'N) Date 3I50)ga By Aij Date N'JLI'l�O By ArJ Date 5/ti//6 4215 ,0 Re-steel (4215) El Plumbing Groundwork(4190) 0 Slab/Concrete Floor(4255) Approved to place concrete or grout Approved to cover Approved to place concrete .BY Date i By pliN) Date 5/3)/4, By (\J Date 6 1 ‘.l I. '0 Underfloor Framing(4285) ' j Floor Sheathing(4105) '❑ Shear Walls (4245) Approved to sheath floor Approved to install flooring Approved to install siding By _ Date By MI6 Date q l 2, 111. By inn�1, Date q ' `14. 0 Roof Sheathing(4220) 0 RoughPlumbing(4230) Approved to install roofing Approved ® Mechanical Rough-in (4165) pproveApproved BY 144 Date city-11 IL., By hey Date t7•Iy� 1{/ By Date 0 Gas Piping(4125) 0 Fire/Draft Stops(4095) " ` ° - Approved to release test Approved Prior to scheduling a Framing inspection; Electrical,Plumbing&Mechanical Rough-in and By Date By Date Fire/Draft Stop inspections must be signed-off and approved. 1B�'109.3.a El Framing(4120) 0 Insulation(4150) El Gypsum Wallboard Nailing(4130)' Approved to insulate Approved to install wallboard Approved to install mud&tape +...I Date By itV Date 1I1I x^1 By Date r_- Suspended Ceiling Grid (4265) ' ® Final-SKF&R 4060 Approved to drop tile ( ) ElFinal-Planning Approved Approved BY Date By Date By of f GYi�1S Date 17 i/13- 1:114 Final-Public Works(4080) �0 Final-Mechanical 4065 d ( ) 0 Final-Plumbing(4075) n . �" Approved Approved By I , safer �.,�:r_�-� By Date t Ili�i�.0 frits . r"� I IZII� By Date 4 �2 t 1 Find-Building(4050) Approved By VWj Date iti tr117 El Rough Electrical Ei Final Electrical �� 0 Right of Way Approved Approved Approved J =i' Date Ity Date By Bate 41111 PERMIT APPLICATION CRP of''° 20 1�'1 1/p� Federal Way j SEP 0 9 PERMIT NUMBER _ - M1 C (1� (77; TARGET DATE SITE ADDRESS SUITE/UNIT# 1066 S 320th St--Building J PROJECT VALUATION ZONING ASSESSOR'S TAX/PARCEL# .30,599,570.00 CCF 082104-9188 TYPE OF PERMIT X BUILDING 0 PLUMBING ❑MECHANICAL 0 DEMOLITION ❑ ENGINEERING ❑FIRE PREVENTION NAME OF PROJECT High Point Apartments PROJECT DESCRIPTION 24 units / 4-story Multi-Family building. Detailed description of work to be included on this permit only NAME PRIMARY PHONE PROPERTY OWNER High Point 320,LLC 425 4539551 MAILING ADDRESS E-MAIL 10900 NE 8TH ST Suite 1200 tneubauer(adevcoapts.com CITY STATE ZIP Bellevue WA 98004 NAME PHONE Heartland Construction 425 4539551 MAILING ADDRESS E-MAIL CONTRACTOR 10900 NE 8TH ST Suite 1200 tneubauer�'gdevcoapts.com CITY STATE ZIP FAX Bellevue WA 98004 425 4539566 WA STATE CONTRACTOR'S LICENSE# EXPIRATION DATE FEDERAL WAY BUSINESS LICENSE# HEARTCI052Q7 01/13/2016 20-13-102125-00-BL NAME PRIMARY PHONE Jef Mondonedo 253 8409405 APPLICANT MAILING ADDRESS E-MAIL 207 4th Ave SE jm@rdarehitectcom CITY STATE ZIP FAX Puyallup WA 98372 253 8409503 NAME PRIMARY PHONE PROJECT CONTACT Jef Mondonedo 253 8409405 (The individual to receive and MAILING ADDRESS E-MAIL 207 4th Ave SE j nC7aarehitect.00m respond to all correspondence concerning this application) CITY STATE ZIP FAX Puyallup WA 98372 253 8409405 NAME PROJECT FINANCING Citi Bank 0 OWNER-FINANCED Required value of$5,000 or more MAILING ADDRESS,CITY,STATE,ZIP PHONE (RCW 19.27.095) One Sansome St,27th Floor,San Francisco,CA 94104 415 6276027 I certify under penalty of perjury that I am the property owner or authorized agent of the property owner.I certify that to the best of my knowledge, the information submitted in support of this permit application is true and correct.I certify that I will comply with all applicable City of Federal Way regulations pertaining to the work authorized by the issuance of a permit. I understand that the issuance of this permit does not remove the owner's responsibility for compliance with local, state, or federal laws regulating construction or environmental laws. I further agree to hold harmless the City of Federal Way as to any claim(including costs,expenses, and attorneys'fees incurred in the investigation and defense of such claim), which may be made by arty person,including the undersigned,and filed against the city, but only where such claim arises out of the reliance of the city, including its officers and employees, upon the accuracy of the information supplied to the city as a part of this application. SIGNATURE: .►^ DATE I Pi PRINT NAME: Bulletin#100—January 1,2013 Page 1 of 3 k:AHandouts\Permit Application 11110 VALUE OF MECHANICAL WORK 41, MECHANICAL PERMIT $ Indicate how many of each type of fixture to be installed or relocated as part of this project. Do not include existing fixtures to remain. AIR HANDLING UNITS 96 FANS GAS PIPE OUTLETS OTHER(Describe) AIR CONDITIONER FIREPLACE INSERTS HOODS(commercial( BOILERS FURNACES HOT WATER TANKS(Gal) COMPRESSORS GAS LOG SETS REFRIGERATION SYST 96 DUCTING GAS PIPING WOODSTOVES VALUE OF PLUMBING WORK PLUMBING PERMIT $ Indicate how many of each type of fixture to be installed or relocated as part of this project. Do not include existing fixtures to remain. 48 BATHTUBS ornb/mower 48 LAYS handS9Ir 48 TOILETS WATER PIPING Combo) 24 DISHWASHERS RAINWATER SYSTEMS URINALS OTHER(Describe) 192 DRAINS SHOWERS VACUUM BREAKERS DRINKING FOUNTAINS 24 SINKS(K tohen/Umay( 24 WATER HEATERS (Eleotric( 2 HOSE BIBBS SUMPS 24 WASHING MACHINES 434 TOTAL FIXTURES GENERAL INFORMATION CRITICAL AREAS ON PROPERTY? WATER PURVEYOR SEWER PURVEYOR VALUE OF EXISTING IMPROVEMENTS YES LAKEHAVEN LAKEHAVEN EXISTING/PREVIOUS USE LOT SIZE(In Square Feet) EXISTING FIRE SPRINKLER SYSTEM? PROPOSED FIRE SUPPRESSION SYSTEM? VACANT 428,423 SF(9.84 AC) ❑Yes X No X Yes ❑ No RESIDENTIAL - NEW OR ADDITION AREA DESCRIPTION(in square feet) EXISTING PROPOSED TOTAL FOR OFFICE USE FIRST FLOOR(or Mobile Home) 9,162 9,162 SECOND FLOOR M 8,730 8,70 THIRD FLOOR 8,730 8,730 FC)*FLOOR ; 8,730 N ;`8„;"�30 GARAGE ❑ CARPORT ❑ OTHER(describe)' EXISTING PROPOS® Area Totals 35,352 35,352 "NEW MAWS ONLY" si ESTIMATED SELLING PRICE/$ N/A #OF BEDROOMS 80 COMMERCIAL—NEW/ADDITION AREA DESCRIPTION Area Occupancy Group(s) Construction #of Additional Information in uare Feet Type Stories NEW BUILDING ADDITION COMMERCIAL—REMODEL/TENANT IMPROVEMENTS AREA DESCRIPTION Area Construction #of Occupancy Group(s) Additional Information in Square Feet Type Stories TOTAL BUILDING TENANT AREA ONLY PROJECT AREA ONLY Bulletin#100-January 1,2013 Page 2 of 3 k:\Handouts\Pelmit Application • s EIj2Mm 1 t Gr 4 41 Earthbound System Submittal Package for: ,t z1 t , r High Point SOG Bldgs Only Bldgs A,D,F,G,H,J,K,M,O,Q,N,P 1066 South 320th Street '' Federal Way, WA 98003 EB Corp. Job: 15128 May 15, 2015 1 Contains: 1, ~I 1) Run Type Analysis 2) ICC ESR-2848 3) Bridge and Nailing Calculations , ', ,.mow , 4) Wood member capacity calculations P 00,0013D000. • . ..�., ; / :,//toy, _ /� : V 'il T., , A, 4 �t ♦ * .'• /cwAL Prepared by: '0000Doo� Earthbound Corporation 17361 Tye Street SE Monroe, WA 98272 800-944-5669 360-863-0724 http://www.holdown.com • • )EARTHBOUND Holdowns that Work" DATE: May 15, 2015 PROJECT: High Point SOG Bldgs A,D,F,G,H,J,K,M,O,Q,N,P 1066 South 320th Street Federal Way, WA 98003 SUBJECT: Calculations Package The following package is submitted for review: 1) Earthbound Run Analysis 2) ICC ESR-2848 ("The Earthbound Seismic Holdown System") 3) Sample Bridge Calculations 4) Wood member capacity calculations Calculation Assumptions: 1) Earthbound Corporation took no part in the preparation or review of the project structural design and disclaims any liability regarding shear wall design, determination of holdown locations in the structure and/or magnitude of the holdown forces. 2) The specified uplift loads were based from the structural drawings. 3) Slackjack Devices are referenced from ICC ESR-2848. This report is included in this submittal. 4) All compression members shown are to equal the uplift tension force on the opposite end of the wall or specified download forces per plans whichever is greater. Earthbound Corporation www.holdown.com 17361 Tye Street SE Phone:(360)863-0722 Monroe,WA 98272 Fax:(360)863-0724 IP ! )E-71c. �1 ICC EVALUATION Most Widely Accepted and Trusted .„--7 SERVICE ICC-ES Report ESR-2848 ICC-ES I (800) 423-6587 I (562) 699-0543 I www.icc-es.org Valid: 12/14 to 12/15 DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION: 06 05 23—WOOD, PLASTIC, AND COMPOSITE FASTENINGS REPORT HOLDER: EARTHBOUND CORPORATION 17361 TYE STREET S.E. MONROE, WASHINGTON 98272 EVALUATION SUBJECT: SLACKJACK® AND MINIJACKTM SHRINKAGE COMPENSATING DEVICES ICC LICC Es ICC � Th LIEM PMG LISTED Nk..... Look for the trusted marks of Conformity! WI.. ial111 "2014 Recipient of Prestigious Western States Seismic Policy Council •ma WSSPC Award in Excellence" INTERNATIONAL A Subsidiary of CODECDUNCIL ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. ANSI There is no warranty by ICC Evaluation Service,LLC, express or implied, as to any finding or other matter in this report, ANSI h.:mailed or as to any product covered by the report. "`°n« Copyright © 2015 • • Es ICC EVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-2848* Reissued December 2014 This report is subject to renewal December 2015. www.icc-es.orq I (800) 423-6587 I (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 00—WOOD, PLASTICS AND capable of fitting over threaded rods or bolts having COMPOSITES diameters ranging from 3/8 inch to 11/4 inches (9.5 mm to Section: 06 05 23—Wood, Plastic, and Composite 32 mm). Model numbers beginning with an "S" or"X" have Fastenings steel bodies, and are designed for use with W10 or W12 swivel washers capable of fitting over threaded rods or REPORT HOLDER: bolts having diameters of 11/4 inches and 11/2 inches EARTHBOUND CORPORATION (32 mm and 38 mm), respectively. Model numbers 17361 TYE STREET S.E. beginning with an "M" (MiniJackTM) have aluminum bodies, MONROE,WASHINGTON 98272 are designed for use without swivel washers, and will fit (360)863-0722 over threaded rods or bolts having diameters of /8 inch (800)944-5669 and 1/2 inch (9.5 mm and 12.7 mm). See Figure 1 for www.holdown.com diagrams of each model type. See Table 1 for recognized models, and their corresponding color codes and EVALUATION SUBJECT: dimensions. The SlackJacke"A", "T", "S"and "X"series are supplied with swivel washers,which are used to center the SLACKJACK®AND MINIJACKTM SHRINKAGE device on the threaded rod or bolt. Swivel washers are COMPENSATING DEVICES color-coded, as noted in Table 1, to indicate the corresponding appropriate threaded rod or bolt diameter. 1.0 EVALUATION SCOPE The SlackJack®A620 model and MiniJackTM "M"series are Compliance with the following codes: supplied with color-coded compression springs, as noted in • 2012, 2009 and 2006 International Building Code'`(IBC) Table 1, to indicate the specific model and rated compensation capacity. The MiniJack M "M" series may • 2012, 2009 and 2006 International Residential Code'R' provide a color-coded capture ring in lieu of the color- (IRC) coded compression spring. Property evaluated: 3.2 Materials: Structural For the SlackJack® and MiniJackTM model numbers 2.0 USES beginning with an "A", "T" or "M", the inner and outer SlackJacke and MiniJackTM shrinkage compensating cylinder bodies of the shrinkage compensating devices are devices are used in conjunction with hold-down and manufactured from ASTM B221-06 6061-T6511 alloy tension tie connectors or a continuous tie-down system for extruded aluminum tubing. Model numbers beginning with wood frame construction. The devices are installed as an "S" or "X" have inner and outer cylinder bodies components of the restraint system, with the threaded manufactured from ASTM A513-08a, Type 5 DOM steel anchor bolts or rods passing through the axis of the tubing, as specified in the manufacturer's quality devices,to remove slack in the restraint system that occurs documentation. Locking rings are manufactured from due to wood shrinkage or building settlement,or both. ASTM A313-08 stainless steel spring wire. The 3.0 DESCRIPTION compression spring and pull clip are manufactured from galvanized hard-drawn spring wire. The color-coded 3.1 General: capture ring consists of injection-molded plastic. The color- The SlackJacke and MiniJackTM are factory-assembled, coded swivel washer is manufactured from ASTM preloaded, compression-controlled shrinkage and A108-07, grade 12L14 steel. A hex nut conforming to settlement compensating devices that can be used with ASTM A563-07 is included in the packaging of each hold-down connectors or tension tie connectors with device. threaded rods or threaded anchor bolts. The devices are 4.0 DESIGN AND INSTALLATION cylindrical, and automatically expand axially along a rod or bolt, to eliminate any gaps between a bearing surface or 4.1 Design: plate and the nut on the threaded rod or bolt when The allowable compression loads, corresponding shrinkage or settlement occurs within the structure. A deflections at allowable loads, rated shrinkage and portion of the SlackJack® or MiniJackTM is color-coded to settlement compensation capacities, and average travel identify the specific model number. Model numbers and seating increments, R, for the SlackJack® and beginning with an "A" or "T" have aluminum bodies, and MiniJackTM shrinkage compensating devices designed are designed for use with W3 through W10 swivel washers under allowable stress design are as shown in Table 1. 'Revised January 2015 ICC-ES Evaluation Reports are not to be construed as representing aesthetics or am other attributes not specifically addressed,nor are they to be construed rvt CZ as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as 1 to any finding or other matter in this report,or as to any product covered by the report. COOf au no Pm..mew.= Copyright©2015 Page 1 of 3 ESR-2848 I Most Widely Accepted.Trusted • Page 2 of 3 .The devices are used where the expected shrinkage or 5.3 Calculations in accordance with Section 4.1 of this settlement does not exceed their rated compensation report must be submitted to the code official for _ capacities. Calculations, demonstrating that the applied approval. loads do not exceed the tabulated allowable loads, 5.4 The SlackJack®and MiniJackTM devices are limited to and that the expected slack due to wood shrinkage installations in dry,interior locations. and building settlement does not exceed the rated ® MiniJackTM compensation capacity for the SlackJack®and MiniJackTm 5.5 The SlackJack® and MiniJack shrinkage shrinkage compensating devices, must be submitted to the compensating devices must not be used to support code official for approval. Supports must be designed in dead loads other than their own weight. accordance with the applicable code to transfer loads into 5.6 Use of the SlackJack® and MiniJackTM shrinkage the restraint system. The calculations must be prepared by compensating devices in direct contact with fire- a registered design professional when required by the retardant-treated wood or preservative-treated wood statutes of the jurisdiction in which the project is to be is outside of the scope of this report. constructed. 5.7 When the SlackJack® and MiniJackTM shrinkage 4.2 Installation: compensating devices are used as fasteners The SlackJack® and MiniJackTM shrinkage compensating independent of a continuous tie-down system, the devices must be installed in accordance with this report applied loads must not exceed the allowable loads and the manufacturer's published installation instructions. noted in this report. The devices must be installed over the hold-down or a 5.8 When the devices are used in continuous rod systems bearing surface or plate, with the threaded rod or bolt that resist light-frame shear wall overturning forces, running through its axis. The threaded rod with which the calculations must be submitted to the code official SlackJack®or MiniJackTm is used must be installed plumb, confirming that the total vertical displacement, which such that the offset angle between the top of the floor and would include steel rod elongation and the shrinkage the bottom of the top plates or bridge block above does not compensating device deflection, is less than or exceed 1.33 degrees from vertical. For the SlackJack®"A", equal to 0.200 inch(5 mm)for each story,or between "T", "S" and "X" series, the appropriate color-coded swivel restraints, whichever is more restrictive, using washer corresponding to the threaded rod or bolt diameter, allowable stress design (ASD). Shear wall drift limit as indicated in Table 1, must be installed over each calculations must consider the 0.200-inch (5 mm) SlackJack® device, with the flat side facing up. The steel vertical displacement limit. This 0.200-inch (5 mm) hex nut must be screwed onto the threaded rod or bolt, vertical displacement limit may be exceeded when it and hand-tightened over the top of the swivel washer. can be demonstrated that the shear wall story drift Once the hex nut is hand-tightened onto the swivel limit and the deformation compatibility requirements of washer, the device must be activated by removal of the IBC Section 1604.4 are met when considering all factory-installed pull clip. sources of vertical displacement. 5.0 CONDITIONS OF USE 6.0 EVIDENCE SUBMITTED The SlackJack® and MiniJackTM shrinkage compensating Data in accordance with the ICC-ES Acceptance Criteria devices described in this report comply with,or are suitable for Shrinkage Compensating Devices (AC316), dated alternatives to what is specified in, those codes listed in June 2012. Section 1.0 of this report, subject to the following 7.0 IDENTIFICATION conditions: Each SlackJack®and MiniJackTM shrinkage compensating 5.1 The SlackJack® and MiniJackTM shrinkage device bears a label,either on the body of the device or on compensating devices must be installed in the packaging, with the evaluation report holder name accordance with this report, the manufacturer's (Earthbound) and Web address, the product name installation instructions and the plans approved by the (SlackJack® or MiniJackTM), and the evaluation report code official. In the event of a conflict between this number (ESR-2848). The devices are color-coded, as report and the manufacturer's published installation indicated in Table 1, to identify the specific model and instructions,the most restrictive governs. series number. SlackJack® shrinkage compensating 5.2 The design values given in this report are for the devices are packaged together in a common box or SlackJack® or MiniJackTM shrinkage compensating container, which includes corresponding swivel washers devices alone. No further increase in allowable and nuts labeled in separate plastic packaging. The capacity is permitted. Design must be performed in MiniJackTm "M"series devices are packaged in lots of five, accordance with Section 4.1 of this report. and do not require a swivel washer. 0 - C -. _INNER CYLMER -CSPTURE PoNG Oil- INNER CYLINDER .- CAPTURE RING*- .t ).. ` SPRING_ A -�OUTER CttNR)ER_ 11111111,...J11110 A A11111. `PIKLCLW OUTER CYLINDER - _ ,-- - _..111110. PULL CUP g .,-L .__...g. _...- E - M OR "A"ORM SERIES "S"OR"X"SERIES "MINIJACKTM"SERIES 'M Series may provide a color-coded capture ring in lieu of color-coded spring. FIGURE 1—SLACKJACK®AND MINIJACKTM SHRINKAGE COMPENSATING DEVICES ESR-2848 I Most Widely Accepted.Trusted • Page 3 of 3 TABLE 1-SLACKJACK`'AND MINIJACKTM'SHRINKAGE COMPENSATING DEVICE SPECIFICATIONS NOMINAL DIMENSIONS3(inches) DEFLECTION DEVICE AVG MODEL CAPTURE SPRING RATED ALLOWABLE AT TRAVEL 8 AND RING Height Outer Inner COMPENSATION COMPRESSION COLOR1 2 ALLOWABLE SEATING SERIES COLOR Before Diameter Diameter CAPACITY LOAD' NUMBER CODE CODE Activation of Bod of BodyLOAD INCREMENT Y (inches) (lbs)(A) (B) (C) (inch) -\R4'5(inch) M1008 Red' 2.540 1.349 0.532 1.0 5,000 0.028 0.032 M1508 Greene 3.040 1.349 0.532 1.50 5,000 0.030 0.032 M2008 Oran.e..;x 3.540 1.349 0.532 2.00 4,900 0.033 0.031 A210 Blue N/A 3.330 2.365 1.420 1.0 7,360 0.013 0.045 A21-50 White N/A 3.830 2.365 1.420 1.50 8,000 0.018 0.047 A220 Yellow N/A 4.330 2.365 1.420 2.0 7,730 0.018 0.050 T410 Oran.e N/A 3.700 2.365 1.375 1.0 9,000 0.020 0.024 T420 Black N/A 4.700 2.365 1.375 2.0 9,000 0.018 0.028 A410 Red N/A 3.800 2.365 1.250 1.0 14,000 0.022 0.051 A420 Green N/A 4.800 2.365 1.250 2.0 14,000 0.030 0.047 A430 Brown N/A 5.800 2.365 1.250 3.0 14,750 0.033 0.046 T610 11113 , N/A 4.325 2.365 1.250 1.0 15,000 0.019 0.035 T620 ILEME N/A 5.325 2.365 1.250 2.0 15,000 0.019 0.030 A610 Tan N/A 4.800 2.365 1.250 1.0 20,340 0.028 0.045 A620 White 5.800 2.365 1.250 2.0 20,100 0.038 0.048 S410' N/A 3.270 2.500 1.625 1.0 22,000 0.020 0.028 S420' Yellow N/A 4.270 2.500 1.625 2.0 22,000 0.026 0.028 X410' Gold N/A 3.700 2.500 1.625 1.0 34,220 0.035 0.047 MODEL AND SERIES NUMBER NOTATION FOR THE"A","T","S"AND"X"SERIES8 1s`Digit: god Digit: 3rd Digit: n 4th Digit: (and 5 Digit,where applicable) Model Type: Series Type: Rated Compensation Capacity: Swivel Washer Color Code8'7: "A"=Aluminum Body 2=2 locking rings 1 = 1.0 inch 0=Base Model "T"=Aluminum Body 4=4 locking rings 1-5=1.50 inches 3=3/8'Rod Orange "S"=Steel Body 6=6 locking rings 2=2.0 inches 4='/2"Rod Purple "X"=Steel Body 3=3.0 inches 5=5/8"Rod Black 6=3/4"Rod Gray 7='/8"Rod Blue 8= 1"Rod Yellow 9= 11/8"Rod White 10= 11/4"Rod Green 12=11/2"Rod Red For SI: 1 inch=25.4 mm, 1 pound=4.45 N. 'Tabulated allowable loads are for the SlackJack`F'and MiniJackTM shrinkage compensating devices only.The attached components(including anchors,tension rods,bearing plates,wood framing members,etc.)must be designed to resist design loads in accordance with the applicable code. 2No further increases to the tabulated allowable loads are permitted. 3See Figure 1 (following page)for dimensioned drawings of the SlackJack' and MiniJackTM shrinkage compensating devices. 4The average travel and seating increment,OR,is defined as the average of the movement required to cause incremental motion from a seated position and the opposite movement required to reseat the device after incremental motion. 5The device average travel and seating increment,LR,and deflection at allowable load,AA,are additive,and describe the total movement of the device at allowable load,L,T.For design loads,PD.less than the allowable load,PA,the total movement of the device.LT,is calculated as follows:LT=AR+DA(PD/PA). 6A swivel washer,having the appropriate inner diameter corresponding to the threaded rod or bolt diameter as indicated under the Swivel Washer Color Code section of the table above,must be used in accordance with Section 4.2. Exception:"M"series devices do not require swivel washers. 'Model numbers beginning with an"A"or"T"are designed for use with W3 through W10 swivel washers capable of fitting over threaded rods or bolts having diameters ranging from 3/8 inch to 11/4 inches(9.5 mm to 32 mm). Model numbers beginning with an"S"or"X"are designed for use with W10 or W12 swivel washers capable of fitting over threaded rods or bolts having diameters of 11/4 inches and 11/2 inches(32 mm and 38 mm),respectively. 8The model and series number notation given above does not apply to the "M" series (MiniJackTM'). The M100, M150 and M200 have three locking rings, and rated compensation capacities of 1.0 inch. 1.5 inches and 2.0 inches, respectively. 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W ' m 2 m O Q 0 nO O § m $,< L mm CO N dO J m O Q # # # ❑ FW # # # 0 0 0 0 0 0CO U • CO O N O ° COw° "' ppd OU 000 0 o 0Z ° 33 -2 ; m mmo n m m d 0 ❑ �i ooo o 00 o v o vON Ny d2c 2 2W U ° TyU Q . 0:3r QS — - 43 C4Q uu' • -oa m " N - - Us o a s O c O •e, lc v a v a Nnm > Q 0o0 n . 8 to o . g ° w CO aio 0 a00 0 o El 00o Q0 mZcorn * En ,, 0U N 0 0 N-g,-n = v - m c N > V C y O) rN N ` r aW cn n ¢ w < ID 0 z U rz, 73 m a t o y i « ° H m 0 8 D s # # A O W O p N6m 0 'O 8mWc 0 # # # Z # Z Q pp ` UQ` SpC U � j Z N '15 O ON N:cc, t ti O O O O . Q4 > N O p VN QL1 - < O O O CO C a N W O mID 0N 2 CO m tO< •- — U 1- tLL U < tLL W m D] cC0 0 0 0 0 0 0 W o. = 0 3 # .2 aUiaUi y Q m U O W LL 0 S - Y J 2 0 0 ° w to v ci N N O O w in a n t i 17:, Qg o-'6' m 3 W -. 3 w W f:a`a o a 111111 III r EARTHBOUND CORPORATION 17361 Tye Street,SE Phone:(360)863-0722 Monroe,WA 98272 Fax:(360)863-0724 Project: High Point SOG Bldgs A,D,F,G,H,J,K,M,O,Q,N,P Project# 15128 Date: 5/15/2015 EARTHBOUND THREADED ROD CAPACITIES(IBC 2012) ROD ROD SIZE ALLOWABLE TENSION LOAD SLACKJACK SIZE (INCHES) IBC 2009/2012 ROD REMARKS SIZE R4 1/2"DIA. 4,470 LBS ASTM A 36(UNC) MJ100,MJ200 R5 5/8"DIA. 7,120 LBS ASTM A 36(UNC) SJA 215,225,415,425 R6 3/4"DIA. 10,540 LBS ASTM A 36(UNC) SJA 216,226,416,426 R7 7/8"DIA. 14,540 LBS ASTM A 36(UNC) SJA 217,227,417,427 R8 1"DIA. 19,080 LBS ASTM A 36(UNC) SJA 218,228,418,428 R9 1 1/8"DIA. 24,040 LBS ASTM A 36(UNC) SJA 219,229,419,429 R10 1 1/4"DIA. 30,530 LBS ASTM A 36(UNC) SJA 2110,2210,4110,4210,SJS 4110,4210 R12 1 1/2"DIA. 44,270 LBS ASTM A 36(UNC) SJS 4112,4212 R14 1 3/4"DIA. 59,830 LBS ASTM A 36(UNC) --- R5M 5/8"DIA. 8,900 LBS ASTM F1554 GR55(UNC) SJA 215,225,415,425 R6M 3/4"DIA. 13,170 LBS ASTM F1554 GR55(UNC) SJA 216,226,416,426 R7M 7/8"DIA. 18,180 LBS ASTM F1554 GR55(UNC) SJA 217,227,417,427 R8M 1"DIA. 23,850 LBS ASTM F1554 GR55(UNC) SJA 218,228,418,428 R9M 1 1/8"DIA. 30,050 LBS ASTM F1554 GR55(UNC) SJA 219,229,419,429 R1OM 1 1/4"DIA. 38,160 LBS ASTM F1554 GR55(UNC) SJA 2110,2210,4110,4210,SJS 4110,4210 R12M 1 1/2"DIA. 55,330 LBS ASTM F1554 GR55(UNC) SJS 4112,4212 R14M 1 3/4"DIA. 74,790 LBS ASTM F1554 GR55(UNC) --- ASTM A449 THREADED ROD ASTM A 193-B7 THREADED ROD SLACKJACK SIZES R5HS 5/8"DIA. 14,240 LBS 14,830 LBS SJA 215,225,415,425 ROHS 3/4"DIA. 21,070 LBS 21,950 LBS SJA 216,226,416,426 R7HS 7/8"DIA. 29,090 LBS 30,300 LBS SJA 217,227,417,427 R8HS 1"DIA. 38,160 LBS 39,750 LBS SJA 218,228,418,428 R9HS 1 1/8"DIA. 42,080 LBS 50,090 LBS SJA 219,229,419,429 R1OHS 1 1/4"DIA. 53,420 LBS 63,600 LBS SJA 2110,2210,4110,4210,SJS 4110,4210 R12HS 1 1/2"DIA. 77,460 LBS 92,220 LBS SJS 4112,4212 R14HS 1 3/4"DIA. 104,710 LBS 124,650 LBS ---- EARTHBOUND BEARING PLATE CAPACITIES(DF) SJA ROD SIZE CODES PLATE DIFFERENTIAL COLOR PLATE DIMENSIONS(INCHES) PART ROD ROD WASHER SIZE LOAD CODE WIDTH LENGTH THICK. NO. DIAMETER SIZE COLOR P6 6,630 LBS GREEN 3" 3.5" 1/4" MJ100 or MJ200 1/2" R4 PURPLE P8 8,470 LBS BLACK 3-1/4" 5" 1/4" SJA 2x5 or 4x5 5/8" R5 BLACK P10 10,510 LBS BLUE 3-1/4" 5" 3/8" SJA 2x6 or 4x6 3/4" R6 or R6HS GRAY P12 12,270 LBS GRAY 3-1/4" 6" 5/8" SJA 2x7 or 4x7 7/8" R7 or R7HS BLUE P14 14,460 LBS RED 3-1/4" 7" 3/4" SJA 2x8 or 4x8 1" R8 or R8HS YELLOW P16 16,650 LBS TAN 3-1/4" 8" 3/4" SJA 2x9 or 4x9 1 1/8" R9 or ROHS WHITE P18 18,840 LBS YELLOW 3-1/2" 9" 1" SJA 2x10,4x10,SJS 400 1 1/4" RIO or R1OHS GREEN P20 21,020 LBS BROWN 3-1/2" 10" 1" SJS4x12 11/2" R12 or R12HS RED P22 23,210 LBS WHITE 3-1/2" 11" 1 1/4" "x"=SLACKJACK TRAVEL IN"INCHES" P24 24,310 LBS GOLD 3-1/2" 11.5" 1 1/4" P26 26,490 LBS ORANGE 3-1/2" 12.5" 11/2" NOTES: 1.TENSION LOAD WAS CALCULATED FROM THE FOLLOWING EQUATION: A.ASTM A 307 Threaded Rod Capacities are Po=60,000 psi.UNC thread pitch M Rods are based on ASTM A1554CR55,Po=75 MI. KS Rods are based on ASTM A449,Po=120 ksi,105 ksi above R8HS B.The IBC 2009-2012 column Is calculated In accordance to Section 1909 and ASCE 7 2. PLATE STEEL SHALL BE ASTM A36:F'u=60,000 PSI. 3.SUBSTITUTIONS OF DESIGNATED BEARING PLATE SHALL NOT BE PERMITTED,OBTAIN WRITTEN APPROVAL FROM THE ENGINEER. 4.SLACKJACK SELECTION NOTES: THE SIZES SHOWN ABOVE ARE FOR BOTH ONE AND TWO INCH TRAVEL("SJA4xy") (x=TRAVEL HEIGHT IN INCHES,y=ROD SIZE).TWO INCH TRAVEL SLACKJACKS ARE REQUIRED ON FOURTH WOOD FRAME LEVELS AND HIGHER. 5.THIS TABLE IS FOR REFERENCE OF FULL PRODUCT LINE,SOME ROD AND PLATE SIZES MAY NOT BE IN USE. THE ENGINEER OF RECORD SHALL REVIEW AND APPROVE CAPACITIES. 411 • EARTHBOUND 00 PO 17361 Tye Sheet.SE Phone:(360)863-0722 Prol Monroe.. WA 98272 Fax. ,6 863:9724 863-07244 c['. H 9h Point SOG Bldqs A.D.F.G1-1'.'d K.M.OA.,, . 00.ae.o .,., ......a,,,, ._. .,.. ... ,. N�TMu.,...., ��,..W-...�� .......w.o. .....,.,, .,.,, �,. ry,P WOOD COM PRESSION CALCULATION PER NDS 2012 roieact# 15126 BASED ON HEM OR DOUG FIR STUDS/POSTS ON DOUG FIR PLATES -jDate: 5/15/2015 SEE SPECIFIC MEMBER HEIGHTS Struct Plans Date: 1/23/2015 POST COLUMN DESIGN STUD HEIGHT#1 DOUG-FIR POSTS ON DOUG FIR FLOOR PLATES PERPENDICULAR COLUMN COL. VERTICAL BEARING Sae Grade Haight PARALLEL DURATION REPETITIVE SIZE FACT. M.O.E TO GRAIN WIDTH THICK FACTOR STRESS CAPACITY CAPACfTY ALLOW. See h Pc!' CO Cr CF E Fcp I Cb I 5101 t EmD Fc' W0 FCE= CS Fc Pv Pb Pc Inch PN MI pal t1U1 1.01 MI PN 10.822'EntlnV(WdN2 ON be Da Ds 2 x 4 DF No.2 115.5 7350 1.60 1.00 1.15 7.600 625 7.00 3.50 1.50 584.49 2484.0 33.00 441.19 0.771 423.78 2,225 3,281 2,225 2 x 4 3%4 OF No.2 115.5 1,350 1.60 1.00 1.15 1.600 625 1.00 3.50 2.50 584.49 2484.0 33.00 441.19 0.171 423.76 3,708 5,469 3,708 3 x 4 4 0 4 115.5 1.60 1.00 1.15 625 1.00 3.50 3.50 474.90 2392.0 33.00 358.47 0.145 346.71 4,247 7,856 4,247 4%4 4 x 6 115.5 1.60 1.00 1.10 625 1.00 3.50 5.50 474.90 2288.0 33.00 358.47 0.151 346.13 6,663 12,037 6,663 4 X 6 4 X 8 115.5 c'. 1.60 7.00 1.05 625 1.00 3.50 725 474.90 2184.0 33.00 358.47 0.158 345.48 8,767 15,859 $,767 4 x 8 4 X 10 115.5 180 7.00 7.00 625 1.00 3.50 9.25 474.90 2080.0 33.00 358.47 0.166 344.77 11,162 20,234 11,162 4 x 10 4 X 12 115.5 1.60 1.00 1.00 625 1.00 3.50 11.25 474.90 2080.0 33.00 358.47 0.166 344.77 13,575 24,609 13,575 4 x 12 2 x 6 OF No.2 115.5 7,350 1.80 1.00 1.15 1,600 625 100 5.50 1.50 584.49 2484.0 21.00 1089.46 0.389 968.39 7,973 5,156 5,156 2 X 6 3 x 6 DF No.2 115.5 1,350 1.60 1.00 1.15 1,600 625 1.00 5.50 2.50 584.49 2484.0 21.00 1089.46 0.389 966.39 13,288 8,594 $,594 3 x 6 6 x 4 115.5 1.60 1.00 1.10 1,300 625 1.00 5.50 3.50 474.90 2288.0 21.00 885.19 0.349 799.35 15,387 12,031 12,031 6 x 4 6 x 6 115.5 7.60 1.00 1.10 7,100 625 1.00 5.50 5.50 401.84 1012.0 21.00 749.07 0.580 586.93 17,755 18,906 17,755 6 x 6 6 x 8 115.5 1.60 1.00 1.10 1,100 " 625 1.00 5.50 7.25 401.84 1012.0 21.00 749.01 0.580 586.93 23,404 24,822 23,404 6 8 8 6 x 10 115.5 1.60 1.00 1.10 625 1.00 5.50 9.25 401.84 1012.0 21.00 749.01 0.580 586.93 29.860 31,797 29,$60 6 x 10 2 x 8 DF No.2 115.5 700 1.60 1.00 1.10 1,300 625 1.00 7.25 1.50 474.90 1232.0 15.93 1538.11 0.762 938.37 10,205 6,797 6,797 2 X 8 2 x 4 DF No.2 54.0 1,350 7.60 7.00 1.15 1,600 625 1.00 3.50 1.50 584.49 2484.0 15.43 2018.37 0.615 1528.89 8.027 3,281 3,281 2 x 4 2 X 6 DF N0.2 54.0 1,350 1.60 1.00 1.15 1,600 625 1.00 5.50 1.50 584.49 2484.0 9.82 4984.13 0.868 2155.49 17,783 5.156 5,156 2 X 6 POST COLUMN DESIGN STUD HEIGHT#2 DOUG-FIR POSTS ON DOUG FIR FLOOR PLATES PERPENDICULAR COLUMN COL. VERTICAL BEARING Sae Grade Heght PARALLEL DURATION REPETITIVE SIZE FACT. M.O.E TO GRAIN WIDTH THICK FACTOR STRESS CAPACITY CAPACITY ... Sae h Fcll CO Cr CF E Fop I Cb bltli 1 Emin Fc' Wo FCE= Cp Fc PO Pb Pc Inch m1 MI Dal inch inch ksi PM I0.822'EmDV11MaN2 Dfl lbs Ba Dx 2 x 4 DF No.2 91.5 1,350 1.60 7.00 1.15 7,600 625 1.00 3.50 1.50 584.49 248.4.0 26.14 702.98 0.264 655.92 3,444 3,281 3,2$1 2 x 4 3 x 4 DF N0.2 91.5 1,3507.601.00 1.15 1,600 6251.00 3.50 2.50 584.49 2484.0 26.14 702.98 0.264 655.92 5,739 5,469 5,469 3 X 4 4X 4 91.5 1.601.00 1.15 6251.00 3.50 3.50 474.90 2392.0 26.14 571.17 0.226 539.72 6,612 7,856 6,612 4 X 4 4%6 91.5 1.60 1.00 1.1 D 625 1.00 3.50 5.50 474.90 2288.0 26.14 571.17 0.235 538.08 10,358 12,031 10,358 4 X 6 4 x 8 91.5 1.60 1.00 1.05 6251.00 3.50 7.25 474.90 2184.0 26.14 571.17 0.246 53627 13,608 15,859 13,608 4 x 8 4 X 10 91.5 1.60 1.00 1.00 625 1.00 3.50 925 474.90 2080.0 26.14 571.17 0.257 534.25 77,296 20,234 17,296 4 X 10 4 x 12 91.5 iso 1.00 1.00 625 1.00 3.50 1125 474.90 2080.0 26.14 57.17 0.257 53425 21,036 24,809 21,036 4 x 12 2 X 6 DF No.2 91.5 7,350 1.60 1.00 7.15 1,600 625 1.00 5.50 1.50 584.49 2484.0 16.64 1735.94 0.558 1386.02 11,435 5,156 5,156 2 x16 3 X 6 OF No.291.5 1,3501.60 1.00 1.15 1,600 625 1.00 5.50 2.50 584.49 2484.0 16.64 1735.940,558 1386.02 19,058 8,594 8,5943 X 6 6 X 4 91.5 1.60 1.00 1.10 625 1.00 5.50 3.50 474.90 2288.0 16.64 1410.45 0.510 1167.29 22,470 12,031 12,031 6 x 4 6 X 6 91.5 1.60 1.00 1.10 825 1.00 5.50 5.50 401.84 1012.0 16.64 1193.46 0.745 753.68 22.799 18,906 18,906 6 X 6 6 X 8 91.5 1.601.00 1.10 625 1.00 5.50 725 401.84 1012.0 16.64 1193.46 0.745 753.68 30,053 24.922 24,922 6 x 8 6 x 10 91.5 1.601.001.10 625 1.00 5.50 925 401.84 1012.0 16.64 1193.46 0.745 753.68 38,343 31,797 31,797 6 x 10 2 X 8 DF No.2 91.5 700 1.601.00 1.10 1,300 625 1.00 7.25 1.50 474.90 1232.0 12.62 2450.81 0.886 1067.32 11,607 6,797 6,797 2 X 8 2 X 4 DF No.2 54.0 1,350 1.60 1.00 1.15 1,600 625 1.00 3.50 1.50 584.49 2484.0 15.43 2018.37 0.615 1528.89 8,027 3,281 3,281 2 X 4 2 X 6 DF No.2 54.0 1,350 1.60 1.00 1.15 1,600 625 1.00 5.50 1.50 584.49 2484.0 9.82 4984.13 0.868 2155.49 17,783 5,156 5,156 2 x 6 COLUMN NOTES A Nominal Member Size 8 Lumber Grade C Nominal Post Height-4.5 inches for double 2x top plate and single 2x bottom plate. D.1 Coefficients and parameters per NDS 2012 K Lumber depth(3.5"in 4"wall,5.5"in 6"wall) L Lumber thickness parallel to wall direction M Emin'=(2.03)(E)(2-2.645(CoVE)))/2.66,CoVE=0.25 for sawn lumber N F',_(F,,,)(Cv(C,)(Cr)-(Columns 0,E,F,G) O Slenderness Ratio:Effective Length/depth ratio:(Col.C/Col.K) P Emin'=Euler critical buckling stress for columns Fce=88.22(Emin)/(Ie/d)2.Equation H-2 in NDS 2012. Q Column Stability Factor CP,Equation 3.7-2 in NOS 2012 R Column Stress F'c=F'c x Cp(Col.N x Col.Q).Equation H-2 in NDS 2012 S Final Buckling Capacity:Post Area x F,.(Col.K x Col.L x Col.R) T Maximum Bearing Capacity Perpendicular to Grain Code Limitation:(Cot.1 x Col.K x Col.L). U Final Post Capacity,minimum value of Col.Sar Col.T. ✓ Nominal Member Size(Same as Col.A) • • Earthbound System-High Point SOG Bldgs Federal Way,WA DF No.2 Grade Stdd/Post Calculation Earthbound System Stud/Post Capacity Sample Calculation Objective: Calculate final vertical compression capacity of a single stud: The final vertical compression capacity will be the lower of the following: 1) Perpendicular to grain bearing capacity of the floor plate below the vertical member. 2) Column Buckling calculations using wood properties, coefficients and formulas from 2012 NDS. All table references are from 2012 NDS. Define Variables and Coefficients: From Table 4.3.1 of 2012 NDS, the following are Applicable Adjustment Factors for Sawn Lumber: CD •• 1.60 ;Load Duration Factor= 1.60 for seismic used in buckling calc only, not in perp to grain calc. CM •• 1.0 ;Wet Service Factor= 1.0 if dry conditions CF •• 1.15 ;Size Factor from Table 4A Adjustment Factor for(Fc)compression parallel calculations. No. 1 = 1.15, No. 2 = 1.15, Stud grade = 1.05. Calculate Stud or Post Bearing Capacity: This is a calculation of the maximum capacity per stud bearing perpendicular to grain on the bottom plates: StudHeight •• 10.0•ft ;Stud or Post Height in feet 12in ;Effective Column Length or true member height 1 •• StudHeight• le •• 1 . 4.5•in le • 115.5•in in inches after subtracting 4.5 inches for double 2x plate 1 ft and single 2x bottom plate. For this calculation example we will use a Stud grade 2x4 post, (1.5 inches x 3.5 inches) Doug Fir Studs on Doug Fir floor plates. Refer to 2012 NDS Table 4A (attached). d •• 3.5in ;Stud or Post Depth t •• 1.5in ;Stud or Post Thickness (Parallel to Plate Grain Direction) A •• t•d A • 5.25•in2 ;Total Bearing Area Calculate Bearing Area Factor, Cb in accordance to 2012 NDS 3.10.4. This only applies to studs/posts less than 6". lb •• t lb • 1.5•in ;Assign Bearing Length parallel to plate grain, same as "t" variable above to match NDS 3.10.4 Nomenclature. Cb •• 1.00 ;Equation NDS 3.10-2 allows an increase of bearing area factor if members are located more than 3 inches away from end of floor plate member. This calculation will be conservative and leave Cb = 1.0. Fcperp •• 625psi ;From 2012 NDS Table 4A Douglas Fir Perp to Grain = 625 psi StudBearingCapacity » A•Fcperp•Cb StudBearingCapacity • 3281.2.1bf ;NDS does not allow for Load Duration Factor greater than 1.0 to be applied to loads perpendicular to grain. Earthbound Corporation NDS2012 2x4 Calc DFDF No 2 • • Earthbound System`-High Point SOG Bldgs Federal Way,WA DF No.2 Grade Stud/Post Calculation Calculate Trimmer Stud or Post Vertical (Column Buckling) Capacity: This is a calculation of the maximum buckling or column capacity per stud or post. Calculations are based from 2012 NDS Chapters 3 and 4 with references to Appendix D.3, F.2 and H. Fcpara '• 1350psi ;Fc (parallel)for No. 2 Grade up to 4" thick Douglas Fir, will be 1350 psi. Table 4A Reference for DF: No. 1 = 1500 psi, No. 2= 1350 psi, Stud Grade = 850 psi CD •• 1.60 ;Load Duration Factor= 1.60 for seismic, used in buckling calc only, not perp. to grain calc. CF •• 1.15 ;Size Factor from Table 4A Adjustment Factor for(Fc)compression parallel calculations. No. 1 Grade = 1.15, No. 2 Grade = 1.15, Stud grade= 1.05. CM •• 1.0 ;Wet Service Factor= 1.0 E •• 1600000psi Modulus of Elasticity(MOE)of wood, From Table 4A: No. 1 Grade= 1,700,1)00 psi, No. 2 Grade = 1,600,000 psi, Stud Grade = 1,400,000 psi. c •• 0.80 ;c = 0.8 for sawn lumber, 0.9 for engineered lumber per NDS 3.7-1 footnotes Adjusted_Fcpara •• Fcpara'CD'CF'CM ;Adjusted_Fc(para)is also known as F*c from NDS 2012 reference. Mathcad cannot show the asterisk Adjusted_Fcpara ' 2484•psi in "F"c". ;Coefficient of variation of E, CoV(E)= 0.25 for sawn lumber, 0.10 for CoVE •• 0.25 glue lam lumber per NDS 2012 Appendix F.2, Table Fl. •1 • 1.645•CoVE• ;Equation D-4 in NDS 2012. Determine reference modulus of Emirs •• 1.03•E• 1.66 elasticity where. E = Modulus of Elasticity 1.03 = adjustment factor to convert E to pure bending basis. Emirs • 584494•psi Use 1.05 for structural glued laminated timber. 1.66 = factor of safety CoV(E) = cofficient of varation in modulus of elasticity defined in NDS 2012 Appendix F.2. Emin represents an approx 5% lower exclusion value on pure bending MOE, plus a factor of safety of 1.66. 00.822•Emin• ;Equation H-2 in NDS 2012: The 0.822 factor in Equation H-2 FcE •• 2 FcE 441•psi represents the Euler buckling coefficient for rectangular columns • le• calulated as •2/12. MOE for beam and column stability Emin in •—• H-2 represents an approximate 5% lower exclusion value on pure • d• bending MOE, plus a 1.66 factor of safety(See NDS 2012 D.4.) We effectively removed the 1.66 factor of safety from Equation H-2 by dividing Emin by 1.66 used in Equation D-4 above. Earthbound Corporation NDS2012_2x4_Calc_DFDF No 2 • Earthbound System-High Point SOG Bldgs Federal Way,WA DF No.2 Grade Stud/Post Calculation The maximum design value Fc in psi of cross-sectional area of individual members of columns shall be determined in accordance with the following formula. (Based on Equation 3.7-1 from 2012 NDS showing (Cp x F*c). •• • FcE •• •• • FcE •••2 • FcE •• •1 • • •• •.l • • ••• •• Adjusted_Fcpara•• •• .Adjusted_Fcpara•• • Adjusted_Fcpara '. Fc •• Adjusted_Fcpara'• • • • •• • 2.c • 2.c • • c •• Fc • 423.8•psi The vertical capacity of this column is design value Fc multiplied by the bearing area of the stud or post, in this case a 2x4 stud: d • 3.5•in t • 1.5•in StudVerticalCapacity •• d•t•Fe StudVerticalCapacity • 2224.7•lbf StudBearingCapacity • 3281.2•lbf ;From above bearing calculations The allowable stud capacity should be the lower value between Vertical Capacity and Bearing Capacity: AllowStudCapacity •• if(StudBearingCapacity • StudVerticalCapacity•StudVerticalCapacity•StudBearingCapacity) ;The above formula is a conditional statement inherent to Mathcad to use the lower capacity as the final value. AllowStudCapacity • 2225•lbf ;or Allowable Post Capacity for a 10'-0" 2x4 No. 2 Grade DF on DF Calculation Summary: Using above calculation example, we can calculate the final capacities of other wood members for 10'-0" members as used on this project. See attached spreadsheets. Earthbound Corporation NDS2012_2x4_Calc_DFDF No 2 • • Earthbound System"-High Point SOG Bldgs Federal Way,WA DF No.2 Grade Stud/Post Calculation The following snippets below is taken from the NDS 2012 Reference 4A and is provided here for ease of reference. Highlighted values are commonly used lumber types and may or may not be used in these calculations: Table 4A Reference Design Values for Visually Graded Dimension Lumber (Cont.) (2" - 4" thlck)lZ3 (All species except Southern Pine-see Table 4B)(Tabulated design values are for normal load duration and dry service conditions.See NDS 4.3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 4A ADJUSTMENT FACTORS Setey S1ruetura 1,500 1 000 180 825 1,700 1,900 000 690,000 No 1 8 Blr 1,200 800 180 825 1,550 1,000 000 660,000 No. 1 2'3',der 1,000 675 180 625 1,500 1,200,000 620.000 No.2 903 575 180 625 1.350 1.600.000 580,000 No 3 = 325 180 625 490.909 510.000 0.50 VV Stud 2'&wide 700 450 180 625 850 1 400,000 510.000 Construction 1,000 650 180 625 1550 1,500,000 550,000 Standard 2"•4"wide 575 375 180 625 1,400 1,400,000 510,000 titikty 275 175 160 625 900 1,300,000 470,000 HEM-FIR Seed S:ructura 1.400 925 160 - 405 1,500 1,600,000 560,E ,I No 1 &Blr 1 103 725 150 405 1,350 1,500 000 550,000 No. 1 2"&weier 975 625 150 405 1,350 1,500,000 550,000 No 2 4c., 52 150 405 1 300 1 300 000 470 040 WGLIB No 3 1:.,: 2720;:,::.:. ;;ti.':30 043 WNJPA Stud 2"&wider 675 400 150 405 800 s 233 300 440 000 Construction 075 600 150 405 1,550 1,300,000 470,000 Standard 2"-4"wide 550 325 150 405 1,300 1,200,000 440,000 U14rty 150. 150 405 850 1,100,000 400,000 SPRUCE-PINE-FIR Seed SIruetura. 250 70C 1 a:5 1 400 1,500 000 550,000 NO 11 No 2 2'&wide' 450 I35 425 1,150 1,400 000 510,000 N:, 3 r.... ;'5C 135 425 650 1 200 000 440 30 Stun 2'&wide E 5 350 125 425 25 1,20,1000 440::.01.1 0 42 NIGA Construction 1,000 500 135 425 1,400 1,8teM 470,000 Earthbound Corporation NDS2012_2x4_Calc_DFDF No 2 • ! Earthbound System-High Point SOG Bldgs Federal Way, WA Earthbound'Bridge Calculation Earthbound System Compression Bridge and Support Trimmer Calculation Summary of Compression Bridge Concept: The "Compression Bridge" consists of 4x6 sawn lumber turned upright(or 6x6) and framed in the stud bay at each end of a shear wall. These bridges are utilized at the top floor of every holdown run in the Earthbound System. The 4x6 is framed in the wall similar to a header where it is supported by cripple studs. Depending on load, the minimum number of cripple studs is two, one at each end of the 4x6 bridge. If the bearing load exceeds the maximum bearing pressure of the cripple studs peripendicular to grain of the floor plate, more studs can be added under the bridge. The outermost cripple studs are faced nailed two (2) nails on 4" o.c. to the adjacent full height stud members. The following example calculation will be based on 4'-6" tall cripple studs in performing the face nail calculation. The Earthbound System also recommends these cripple studs receive nailing for redundancy from the sheathing side equivalent to required plywood edge nailing schedules for the shear wall. For this calculation, we will use 4" o.c. plywood edge nailing. The Slackjack or MiniJack Device is mounted at the top of the bridge resting on the Earthbound System bearing plates. The holdown load path is intended to transfer down via the bearing plate through the 4x6 bridge to the cripple studs with load transferring from the face nails into the full length studs. 14—h" MAX. & TM END OF 8" MIN. ® �. SLACKJACK DEVICE SHEAR WALL , STANDARD FRAMIN ,. w A Ole I PLATE / ------- BRIDGE — DO NOT NAL </1 , �� FACE NAILING EACH SIDE (TYP). SEE NOTE #17 FOR ALL REQUIREMENTS • *IPBRIDGE TRIMMERS 11¢3 400 (R) rr� `- Farthhnund Cnrpnratinn Ni S2012_Rridge_Calc_r1Fr1F_ Page 1 • • Earthbound"Systerr-High Point SOG Bldgs Federal Way,WA Earthbound Bridge Calculation - Objective: Calculate lumber and nailing capacities to support holdown load under the Shrinkage Device and bearing plate. We are using face nailing and diaphragm nailing to transfer holdown load back into wall: Define Variables and Coefficients: From Table 10.3.1 2012 NDS (attached at end of calculation), the following are Adjustments Factors for Corrections applicable in calculating nail and spike capacities (under Dowel-Type Fasteners) CD •• 1.33 ;Load Duration Factor= 1.33 for seismic CD Nails " 1.60 ;Load Duration Factor= 1.6 for Nails CM •• 1.0 ;Wet Service Factor= 1.0 if dry conditions in 2012 NDS. Ct •• 1.0 ;Temperature Factor= 1.0 if below 100 degrees Cp •• 1.0 ;Geometry Factor= 1.0 unless you have a split ring or shear plate connection. Ceg •• 1.0 ;End Grain Factor= 1.0 if non end grain nailing application Cdi •• 1.0 ;Diaphragm Factor= 1.0 if non diaphragm nailing application. 1.1 if diaphragm nailing Ctn •• 1.0 ;Toenail Factor= 1.0 if non toe nailing application Z •• 931bf ;Box Nail Shear Design values from supplemental calculation from WWPA Wood-To-Wood Single Shear Connections is at the end of this document. W W PA= 148 lbs / 1.6(Cd)= 93 lbf Calculate Shear Value of one FACE nail based on above adiustment factors: Znail " Z'CD_Nails'CM'Ct'CO'Ceg'Cdi'Ctn Znail ' 148.8.1bf Calculate Face Nailing Capacity based on two (2) nails on 4"o.c. rows and 4'-6" trimmer stud length: StudHeight •• 4.5ft ;Typically Trimmer Stud Height is set at mid floor or 1/2 full length studs used for wall framing NailRowSeperationOC •• 4.0in StudHeight.12in ft ;We subtract one row of nails for spacing and NumberNailRows •• • • • 1 •NailRowSeperationOC• clearance to the bridge. NumberNailRows • 13 NumberNailsPerRow •• 2 NumberofRowArrays •• 2 TotalFaceNailCapacity •• NumberNailRows•NumberNailsPerRow•NumberofRowArrays•Znail TotalFaceNailCapacity • 7440.1bf ;This is (number of rows)x (2 nails per row)x (2 rows, one each side)x (nail capacity) Nailing Capacity Summary: The above calculation is based on the cripple stud height used and the spacing between rows of nails. Note that the Earthbound System does recommend sheathing nailing to match plywood edge nailing schedules. The additional transfer from shear panel nails is calculated later in this document. Farthhniind (.nrpnratinn NDS2012_13ridge_Calc_DFDF_ Page 2 410 • Earthbound System-High Point SOG Bldgs Federal Way,WA Earthbound'Bridge Calculation Calculate Cripple Stud Bearing Capacity: This is a calculation of the maximum capacity per stud bearing perpendicular to grain on the bottom plates: 12in le •• StudHeight• le • 54•in ;Stud Height in inches 1 f d •• 3.5in ;Stud Depth t •• 1.5in ;Stud Thickess A •• t•d ;Stud Bearing Area A 5.25•in2 ;Note the effective stud bearing area for a 2x6 cripple stud will be based on a 2x4 (1.5 in x 3.5 in) because we specify a 4x6 bridge turned upwards, the effective stud bearing area will be the same for a 2x4 or 2x6. Fcpelp •• 625psi ;From 2012 NDS Table 4A Douglas Fir Stud Grade = 625 psi StudBearingCapacity •• A•Fcperp StudBearingCapacity • 3281•lbf ;NDS does not allow for Load Duration Factor greater than 1.0 to be applied to loads perpendicular to grain. Calculate Trimmer Stud Vertical (Column Buckling) Capacity: This is a calculation of the maximum buckling or column capacity per stud. Calculations are based from 2012 NDS: Fcpara '• 850psi ;Fc (parallel): Douglas Fir(stud grade)= 850 psi CD •• 1.333 ;Load Duration Factor= 1.33 for seismic Cr '• 1.00 ;Repetitive Member Factor= 1.00 CF •• 1.05 ;Size Factor= 1.05, From 2012 NDS Table 4A for 2,3,4 inch width Stud Grade CM •• 1.0 ;Wet Service Factor= 1.0, From 2012 NDS Table 4A, assume lumber is below 19% moisture content E •• 1400000psi ;Modulus of Elasticity of wood, From 2012 NDS Table 4A: Douglas Fir Stud. Grade= 1,400,000 psi c •• 0.80 ;c = 0.8 for sawn lumber Adjusted_Fcpara •• Fcpara•CD•CF•CM ;Adjusted_Fc(para)is also known as F*c from NDS 2012 reference. Mathcad cannot show the asterisk in "F*c". Adjusted_Fcpara • 1189.7•psi ;Coefficient of variation of E, CoV(E)= 0.25 for sawn lumber, COVE •• 0.25 0.10 for glue lam lumber per NDS 2012 Appendix F.2. Farthhnund Cnrpnratinn Nr1S9f19?_RridgP_Calr__r1FIlF_ Page 3 • . tarthbounc Systerlf-High Point SOG Bldgs Federal Way,WA Earthbound Bridge Calculation I 1 • 1.645•COVE• ;Equation D-4 in NDS 2012. Determine reference modulus of elasticity Ervin •• 1.03•E• 1.66 where: E = Modulus of Elasticity 1.03= adjustment factor to convert E to pure bending basis. Emin • 51 1432.2•psi Use 1.05 for structural glued laminated timber. 1.66= factor of safety CoV(E)= cofficient of varation in modulus of elasticity defined in NDS 2012 Appendix F.2. Emin represents an approx 5% lower exclusion value on pure bending MOE, plus a factor of safety of 1.66. •0.822•Emin• ;Equation H-2 in NDS 2012: The 0.822 factor in Equation H-2 FcE " 2 FcE ' 1766•psi represents the Euler buckling coefficient for rectangular columns • le• calulated as •2/12. MOE for beam and column stability Emin in •—• H-2 represents an approximate 5% lower exclusion value on pure • d• bending MOE, plus a 1.66 factor of safety(See NDS 2012 D.4.) We effectively removed the 1.66 factor of safety from Equation H-2 by dividing Emin by 1.66 used in Equation D-4 above. The maximum design value Fc in psi of cross-sectional area of individual members of columns shall be determined in accordance with the following formula. (Taken from 2012 NDS Equation 3.7-1). •• • FcE •• •• • FcE ••• • FSE .. •1 • 1 • • •• •Adjusted Fcpara•• •• •Adjusted_Fcpara••• • Adjusted_Fcpara •• Fc •• Adjusted_Fcpara'• ' • 2•c • 2.c • • c •• Fc • 960.6•psi The vertical capacity of this column if design value Fc multiplied by the bearing area of the stud, in this case a 2x4: d • 3.5•in t • 1.5•in StudVerticalCapacity •• d•t•Fe StudVerticalCapacity • 5043•lbf StudBearingCapacity • 3281•lbf ;From above bearing calculations, based on DF at Fc(peip)=625 psi. The allowable stud capacity should be the lower value between Vertical Capacity and Bearing Capacity: AllowStudCapacity •• if(StudBearingCapacity • StudVerticalCapacity•StudVerticalCapacity•StudBearingCapacity) ;The above formula is a conditional statement inherent to Mathcad to use the lower capacity as the final value. AllowStudCapacity • 3281.1bf Farthhnund Cnrpnratinn NDS21192_RridgP_Caln_DFDF_ Page 4 • I Earthbound System-High Point SOG Bldgs Federal Way,WA Earthbounc tsridge Calculation Calculate Shear Value of 10d nail assuming 1/2" Plywood: Z •• 701bf ;Box Nail Shear Design values from 2012 NDS Table 11Q (attached at end of calc)using 1/2" side member thickness 10d nails (x 3 inches nail length)and Douglas Fir Larch lumber. Cdi •• 1.1 ;Cdi is 1.1 for diaphragm nailing. Znail " Z'CD_Nails'CM'Ct'CO'Ceg'Cdi'Ctn ;Incorporate all adjustment factors including C(D_Nails)= 1.60 Znail ' 123.2.1bf Calculate Plywood Side Nailing Capacity based on 4"o.c. and 6'-0" trimmer stud length: StudHeight •• 4.5ft NailRowSeperationOC •• 4.0in • StudHeight•12 in NumberNailsPerStud •• • • • 1 •NailRowSeperationOC• NumberNailsPerStud • 12.5 NumberStuds •• 4 TotalPlywoodNailCapacity •• NumberNailsPerStud•NumberStuds•Znaii TotalPlywoodNailCapacity • 6160.1bf TotalNailCapacity •• TotalPlywoodNailCapacity• TotalFaceNailCapacity ; See Page 2 for Face Nail Calc... TotalNailCapacity • 13600•lbf Nailing Capacity Summary: The above calculation is based on the trimmer stud height used and the spacing between rows of nails. Note that the Earthbound System does require 4" o.c. sheathing nailing on all trimmer members and 4" o.c. face nailing of the outermost trimmer to the full height stud members. Farthhnund Cnrpnratinn NnS2Al2_Rridge_Calc_DFDF_ Pane 5 . I • arthbouneSyster-High Point SOG Bldgs Federal Way,WA Earthbound Bridge Calculation Calculation Summary: For a given bearing load underneath the take up device, the required amount of cripple studs under the bridge is an even number of multiples of the above Allowable Stud Capacity. We use even numbers to balance the supporting under the 4x6 or 6x6 bridge. This bearing load may be greater that the actual uplift load required for the top floor due to assignment of loads upward in the building using the threaded rod system. The face nailing portion of the cripple studs need to exist to transfer shear load that occurs above the bridge back underneath the bridge and into the threaded rod. The loads required for panel nailing calculations will be the uplift load for that floor only. The additional studs required are to take up the bearing loads from loads transferred from below. Examine Shear at Bridge: The figure at the left shows a worst case scenario of a bridge trimmer with our smallest plate (Part"P8" 3 1/4 x 5 x 3/8)and only two (2)trimmers total. By inspection we are within a 1:1 requirement per 2012 NDS 3.4.3 to ignore shear force. If the load under the shrinkage device exceeds 8,000 lbs, a larger bearing plate will used. Depending on the lumber species (Hem vs Doug Fir)of the trimmers and floor plates, we would also increase the number of trimmer members under the bridge. 3.4.3 Shear Design 3.4.3.t When calculating the shear force, V, in 5" bending members: -01 SHRINKAGE DEVICE (a) For beams supported by full bearing on one surface and loads applied to the opposite sur- 0 BEARING PLATE face, uniformly distributed loads within a dis- c tance from supports equal to the depth of the 1:1 RATIO (TYP) bending member,d, shall be permitted to be ig- nored. For beams supported by full bearing on / one surface and loads applied to the opposite 0 4x6/6x6 surface,concentrated loads within a distance,d, COMPRESSION from supports shall be permitted to be multi- BRIDGE plied by xfd where x is the distance from the beam support face to the load(see Figure 3C). Oz / � f Figure 3C Shear at Supports o ,�TRIMMER STUDS co 10"MAX 1.0 z11 UNO I I ----; —� 1 ase 3.4.3 1 Fur lir.4c j^I• / Ca CJ wino crQ xis /r r r Farthhnund ('nrpnratinn Nfs7Q12_Rridge_(alc_IIFflF_ Page 6 • il , Earthbound System-High Point SOG Bldgs Federal Way,WA Earthbound tridge Calculation ..... `,.er-, :1- .. _ Designed on: August 23,2038 CWI) Wood to-Wood Single Shear Connections w. rico n Pig 1-owl. !"1- rtArtkron,-Vf— :tucl+f1!ckness) lam; Er:er Data Von qtrie* wail I Nal Driving 7—, ide Member Main Member Main Member Species Douglas Fir-Larch Main Member Thickness(tin") 1 1/2 Side Member Species Douglas Fir-Larch Side Member Thickness(Is) 1 112 Loading Type Seismic Load End Grain Condition? No Type of Connector Connector Length Shear Controlling Size (in) Capacity Mode li E Box Nail 10d x :3 = 148 lb each MODE IV 411166 C Common Wire Nail C Sinker Nail e 44Bolt 4 - E Wood Screw abilabitilliel Alit iiliiikitriA E Lag Screw ...- ...ersior: Designed on August 23.2038 w!1/ Wood-104100d Single Shear Connections w�oo.01 glj )47 1H'& —451 qfosirrvilb How lo factual th ickness i • Z=ill Erter Data tin .n Nal 111, -41-44---Tor, riving r—'�ectior, ide Member Main Member Main Member Species Douglas Fir-Larch Main Member Thickness(tm) 3 1/2 Side Member Species Plywood(Str. 1 or Marine Gr.) Side Member Thickness(ts ") 7/16 Loading Type Seismic Load End Grain Condition? No Type of Connector Connector Length Shear Controlling Size (in) Capacity Mode iiiE Box Nail 1 C,d x = 112 lb each MODE Ills likiait C Common Wire Nail C Sinker Nail AC Bolt ttekIfiil r Wood Screw tiP441114/4611lrio E Lag Screw NOTE: THIS CALCULATION MUST INCLUDE Cdl = 1.1 FOR DIAPHRAGM FACTOR. THEREFORE 112 LBS x 1.1 = 123 lbs PER SHEAR NAIL. Farthhnund Corporation NIlS9012_Rridgn_Calr._r1F11F_ Page 7 • • COUGHLINPORTERLUNDEEN RA.L CVL SEISMIC i 'v' 4/20/2015 Jef Mondonedo Ross Deckman &Associates 207 4th Avenue SE Puyallup,WA 98372 RE High Point Apartments:Building J Structural Responses to Plan Review Comments#1, File# 14-104511-000-00-MF Dear Jef: The following are our responses to the comments pertaining to structural items included in the City of Federal Way Correction Notice compiled by Bill Zeitler, dated December 23, 2014. For your convenience, the responses below have been numbered to correspond to the correction number given in the notice referenced above: /./ .4//////:// 38. The exposed 4x8 roof beams have been upsized to GL 6 3/4 x 10 1/2 to meet the 1-hour rating requirement.A supplemental structural calculation has been included. 39. The exposed 5 1/8 x 10 1/2 glulam beams have been upsized to 6 3/4 x 10 1/2 to meet the 1-hour rating /////' requirement.A supplemental structural calculation has been included. 70. The reinforcing of detail 8/S6.06 has been revised. 71. Detail 16/S3.02 has been revised to show only one bar. 72. Details throughout sheets S6.04 and S.605 have been updated to show the required H2.5 ties. The changes in the structural drawings listed above have been incorporated into all other building drawings sets in ///// order to streamline the review process. We trust that these responses adequately address the issues identified in the correction notice. We have enclosed supplemental calculations and revised drawings for review and approval. Please contact us if you have any questions or desire further clarification. Sincerely, Chris Padin ~ - Structural Staff Engineer r l• 3 SJOWL, E� 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cptinc.com %/i/�/� // COUGHLINPORTERLUNDEEN - STRUCTURAL CIVIL SEISMIC ENGINEERING 7/SUPPLEMENTAL STRUCTURAL CALCULATIONS HIGH POINT - BLDG J ROSS DECKMAN AND ASSOCIATES 00 4/24/2015 S142046-01 e/1/7/4//:// 0 0, 000 4_ �� 1, . , • �, `..-: „Aotoi,, ! PREPARED BY: Chris Padin _ I 4:-.., ,,i, .,.. ,,E. ,, c_:,..- •S/()\ 1 C 801 SECOND AVENUE, SUITE 900 SEATTLE, WA 98104 / P 206.343.0460 / cplinc.com d • •HIGH POINT • GL63/4X101/2 CMP 4/24/15 BREEZEWAY GLULAM Beam Design with Fire Rating-NDS Chapter 16 Required Rating 1 hr Fb= 2400 psi F„ = 265 psi Moment 9.3 k-ft Em, 950 ksi Shear 3.9 kips Co= 1.00 Width,b 6.75 in CM= 1.00 Depth,d 10.5 in C,= 1.00 Length,L 8.5 ft CF= 1.00 Eff.length,1e 0 ft Ci= 1.00 #Sides exposed 3 Type of wood GluLam Capacity Without Fire Rating Capacity With Fire Rating Area 70.875 in2 Char Thickness 1.8 in Section Modulus 124.0313 in3 Effective width,b 3.15 in Effective depth,d 8.7 in RB= 0 Effective area 27.4 in2 Em;, = 950 ksi Eff.section modulus 39.7 in3 F55=NA psi Fb•= 2400 psi RB= 0.0 CL= 1.000 F55= NA psi F55(adjusted) =NA psi Cr=I 1.00Fb•(adjusted)= 6840 psi CL(adjusted) = 1.000 f = 899.8 psi f,= 82.5 psi fb= 2808.4 psi f,= 213.5 psi Fb'= 2400 psi F,'= 265 psi F5'(adjusted)= 6840 psi F,'(adjusted)= 265 psi Bending DCR=0.375 OK Shear DCR=0.311 OK Bending DCR= 0.411 OK Shear DCR= 0.806 OK i HIGH POINT 0 GL 6 3/4 X 10 1/2 . CMP ROOF BEAM 4/24/15 Beam Design with Fire Rating-NDS Chapter 16 Required Rating 1 hr 17= 2400 psi F, 265 psi Moment 6.9 k-ft Er,;�= 950 ksi Shear 3.7 kips CD= 1.15 Width,b 6.75 in Cm= 1.00 Depth,d 9 in C,= 1.00 Length,L 6 ft CF= 1.00 Eff.length,I,. 0 ft C,= 1.00 #Sides exposed 3 Type of wood GluLam Capacity Without Fire Rating Capacity With Fire Rating Area 60.75 in2 Char Thickness _ 1.8 in Section Modulus 91.125 in3 Effective width,b 3.15 in Effective depth,d 7.2 in Rd= 0 Effective area _ 22.7 in2 E„,;,,= 950 ksi Eff.section modulus 27.2 in3 Fu,=NA psi Fs*= 2760 psi R„= 0.0 CL= 1.000 FhE=_NA psi Fht;(adjusted) =NA psi C,-_I 1.00 Fh" (adjusted)= 6840 psi Ct, (adjusted) = 1.000 is 908.6 psi j, 91.4 psi ,jh - 3042.3 psi j,. 244.7_psi F5' 2760 psi 304.75 psi F.1'(adjusted)= 6840 psi F,.'(adjusted) 304.75 psi Bending DCR=0.329_ _ OK Shear DCR=0.300 OK Bending DCR= 0.445 OK Shear DCR= 0.803 OK Page 1 of 54 ' '`'ab Truss Tru Qty Ply HI INT MIXED-USE/BLDG H/GWB '•'3JA19156J A01 GAIP 2 1 Job Reference(optional) The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:41:08 2015 Page 1 ID:gJ1zv?i68kqTvnLwpBwulzjceU-nvtaReBPnnDw2cta4t8?gcLkZWsssjKdr3NPpozPjxf 16-6-0 33-0-0 ( 16-6-0 I 16-6-0 - Scale=1:53.2 3x4= 54 11 12 13 55 14 �� 56 4.00 12 53 10 15 51 8 52 9 57 6 50 7 : • .. 16 58• .17 59 18 60 19 • 47 4 48 5 ST9 Si10Si10 y� ' T1• • 61 20• 62 45 :T2 ST3 • ST4 8T5 ST6 ST7 ST8 STS 9T7 ST6 ST5 ST4 21 63 22 64 2 46 3 • Ei S 1 p1 p q p p q p q q p q q1 g B pa5 1 23ro H -13 a a 9 H H a 9 B H a H g g� tl - 9 • 72 a e 1 jN o O 3x4% 65 44 66 43 67 42 68 41 69 40 70 39 71 38 72 37 73 36 74 35 75 34 76 33 77 32 3178 30 N 80 28 81 27 . • •: \ 3x4- Verify deflection limits of L/360 (LL) & L/240(TL),typ. 33-0-0 -C P I I 33-0-0 Plate Offsets(X,Y)--[12:0-2-0,Edge] " wwwww LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/de Ld PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) n/a - n/. 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.40 Vert(TL) n/a - n/, 999 TCDL 10.0 Rep Stress Ina' YES WB 0.15 Horz(TL) 0.00 23 n/. n/a BCLL 0.0 Code IBC2012/TP12007 (Matrix) l Weight:148 lb FT=16% BCDL 10.0 • LUMBER- BRACING- TOP CHO P 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHOR I 2x HF o.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS - ' - .. Verify DF lumber at top chord used MiTek recommends that Stabilizers and required cross bracing be installed per plan note 2 on S2.15.2, TYP. during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 33-0-0. -CPL (Ib)- Max Horz1=65(LC 10) Max Uplift All uplift 100 •or i-ss 'oin s)1 3, '4,2. 27 8,.=,31 32 53, ,44,42, 41,40,39,38,3 ,36, excep 5=- :8( 8: ,43=-18: C•: Max Gray All reactions 250 lb or less at joint(s)except 1=360(LC 45),23=360(LC 67),24=500(LC 88),25=299(LC 107),26=366(LC 106),27=350(LC 105),28=354(LC 104),29=353(LC 103), 30=353(LC 102),32=353(LC 101),33=355(LC 100),34=345(LC 99),44=500(LC 68),43=299(LC 90), 42=366(LC 91),41=350(LC 92),40=354(LC 93),39=353(LC 94),38=353(LC 95),37=353(LC 96), 36=355(LC 97),35=345(LC 98) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 22-24=-373/69,21-25=-285/135,20-26=-309/32,19-27=-299/28,18-28=-296/28,17-29=-293/28, 16-30=-289/28,15-32=-286/29,14-33=-284/32,13-34=-259/0,2-44=-373/69,3-43=-285/135, 4-42=-309/32,5-41=-299/28,6-40=-296/28,7-39=-293/28,8-38=-289/28,9-37=-286/28,10-36=-284/31, 11-35=-259/0 NOTES- (14) 1)Wind:ASCE 7-10;Vult=l lomph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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 ANSUTPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,23,24,26,27,28,29,30,32,33,34,44, 42,41,40,39,38,37,36,35 except(jt=lb)25=188,43=188. 11)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12)This truss has been designed for a moving concentrated load of 250.0Ib live and 50.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. L\ 13)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. IS�i 14)All dimensions given in feet-inches-sixteenths(FFIISS)format. AshLOAD CASE(S)Standard Amor I4i I f A� . .(- -C $:i Contractor and truss manufacturer shall verify trusses are adequate to support all -o r 1 pY hung mechanical ductwork, plumbing and pipe runs, as well as hung mechanical 7 tal systems. Coordinate support configurations, connections, and loads with O 19969 mechanical contractor prior to fabrication. Reference plan notes 2&7 on S2.15.2& FFG RGO 4441 note 32 in general structural notes for more information. cS's iSTE G -CPL IONALV' 4/1 9/1; Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be ill installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCO. INC. Page 2 454 Job Truss T pe Qty Ply 1,OINT MIXED-USE/BLDG H/GWB /1 SJA19156J B01 G 2 1 1) - Job Reference(optional) - l The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. FaiApr 17 16:49:18 2015 Page 1 I D:gJ 1 zv?i68k_gTvn LwpBwulzjceU-VqU LX31 hQrU VF8eVgzJ L4jIPjYJ UCAV68doxADzPjxV 7-6-1 14-2-6 20-10-11 27-7-0 34-3-5 40-11-10 47-7-15 55-2-0 I 7-6-1 I 6-8-5 6-8-5 I 6-8-5 6-8-5 6-8-5 6-8-5 I 7-6-1 I Scale=1:88.9 3x6= 4.00 12 102 19120 21 22 123}qp 107 1006 gg 16s917 AO 24 25 26 :12079 110 gg 1495 � 5165661 28 111 112 12953 .5a. �y6 36 37, . 6 29 30 131 115 3x6 �-M ci Itt • .16 32 116 3x6 2 9 g 11 • ST6 63516 STg g 33 34 117 118 13 :9 4 g�18 7 ST6 616 81 • 51 70 6�16�T 61576 88 35 36119 2 T S14 STS 76 6 78 • 4 II M 4x4 6�T8ST 65 7 T1 4�0 122 12f T6 7 W2 nm o 1 88 Y 2513 4S 3.� yu 41 ta.i r 130 131 53 132 133 49 134 4x5 60 59 58 57 5655 52 51 50 4746 45 44 43 42 124 125 126 127 12854 1294x6- 4x8= 4x6= 48 135 136137139 138140 141 6x6= 6x6= 4x5 27-11-0 9-8-1 11 1 0 1857 20.10.11 27-4-12 2741 343-5 36-49 42-3-5 44-1-0 85-4-7 562-0 I 9-8-1 I1-4151 7-67 1 ;4 851 6-4-5 2-1 4 I 510-12 11-9-11 11371 9-9-9 I 0-4-0 Plate Offsets(X,Y)- [21:0-3-0,Edge],[47:0-3-0,0-2-4],[55:0-3-0,0-2-4],[62:0-1-12,0-2-0],[63:0-1-12,0-2-0],[64:0-1-15,0-1-0],[65:0-1-15,0-1-0],[66:0-1-15,0-1-0],[67:0-1-15,0-1-0],[68:0-1-15,0-1-0],[69:0-1-15 ,0-1-0],[70:0-1-15,0-1-0],[71:0-1-15,0-1-0],[72:0-1-15,0-1-0],[73:0-1-15,0-1-0],[74:0-1-15,0-1-0],[75:0-1-15,0-1-0],[76:0-1-15,0-1-0],[77:0-1-15,0-1-0],[78:0-1-15,0-1-0],[79:0-1-15,0-1-0], [80:0-1-15,0-1-0],[81:0-1-15,0-1-0],[82:0-1-15,0-1-0],[83:0-1-15,0-1-0],[84:0-1-15,0-1-0],[85:0-1-15,0-1-0],[86:0-1-15,0-1-0],[87:0-1-15,0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.08 52-54 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.32 Vert(TL) -0.15 52-54 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.01 47 n/a n/a BCLL 0.0 * Code IBC2012/fP12007 (Matrix) Weight:399 lb FT=16% BCDL 10.0 - LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud*Except* WEBS 1 Row at midpt 51-62,51-63 W1:2x6 DF SS,W3:2x4 HF No.2 JOINTS 1 Brace at Jt(s):61,62,63,64,66,68,73,76,78,80,85 OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 11-6-8 except(jt=length)51=0-3-8,51=0-3-8,54=0-5-8,48=0-5-8. (Ib)- Max Horz1=1 O8(LC 10) Max Uplift All uplift 100 lb or less at joint(s)51,42,44,45,60,58,57 except 55=-618(LC 107), 47=-618(LC 110),43=-146(LC 117),46=-135(LC 52),59=-146(LC 100),56=-135(LC 31) Max Gray All reactions 250 lb or less at joint(s)except 1=346(LC 61),41=346(LC 99),55=515(LC 16),51=1926(LC 1),51=1926(LC 1),47=515(LC 17),42=453(LC 117),43=314(LC 133), 44=365(LC 132),45=351(LC 131),46=366(LC 130),60=453(LC 100),59=314(LC 119),58=365(LC 120),57=351(LC 121),56=366(LC 122),54=890(LC 107),48=890(LC 110) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 55-130=-76/624,54-130=-76/624,54-131=-76/624,53-131=-76/624,52-53=-76/624,52-132=-76/624, 51-132=-76/624,51-133=-23/624,50-133=-23/624,49-50=-23/624,49-134=-23/624,48-134=-23/624, 48-135=-23/624,47-135=-23/624 WEBS 55-76=-579/117,76-77=-663/142,77-78=-604/124,78-79=-584/118,79-80=-558/110,80-81=-533/102, 81-82=-510/109,62-82=-456/128,62-83=-22/638,83-84=-37/688,84-85=-44/710,85-86=-51/737, 86-87=-62/753,61-87=-57/791,52-62=0/448,51-62=-1365/178,61-75=-52/791,74-75=-60/753, 73-74=-53/737,72-73=-49/710,71-72=-46/688,63-71=-38/638,63-70=-456/128,69-70=-510/134, 68-69=-533/141,67-68=-558/149,66-67=-584/156,65-66=-604/162,64-65=-663/180,47-64=-579/155, 50-63=0/448,51-61=-724/29,51-63=-1365/178,40-42=-351/59,39-43=-298/80,38-44=-306/30, 37-45=-312/38,35-46=-218/260,34-47=-685/200,33-64=-79/362,32-65=-366/56,30-67=-255/24, 29-68=-254/24,27-70=-283/36,26-71=-308/47,24-73=-261/22,22-75=-300/0,2-60=-351/60, 3-59=-298/80,4-58=-306/29,5-57=-312/38,7-56=-218/260,8-55=-685/201,9-76=-79/362, 10-77=-366/56,12-79=-255/24,13-80=-254/24,15-82=-283/36,16-83=-308/48,18-85=-261/23, 20-87=-300/0 NOTES- (13) 1)Wind:ASCE 7-10;Vult=ll0mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;endosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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. p`, 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 v hA 4)Unbalanced snow loads have been considered for this design. t$ AS -.; 5)All plates are 2x4 MT20 unless otherwise indicated. R4 4 h.4 6)Gable studs spaced at 1-4-0 oc. ,I A 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t%" ` : 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. ..r '1 Continued on page 2 7...; L W -,Jn !19964 "4. kssjGIsre . ' �� 'ONAL 4/19/15 Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCO. INC. 1 Page 3 of 54 JobTess Tru Qty Ply HIINT MIXED-USE/BLDG H/GWB SJA19156J B01 GAIP 2 1 Job Reference(optional) The Truss Co.,Sumner,WA,T E 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:41:19 2015 Page 2 I D:gJ 1 zv?i68k_gTvn LwpBwulzjceU-z12kIPJJ B9cMsI Di DggadxlaTyfjxdl FN HXUifzPjxU NOTES- (13) 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)51,42,44,45,60,58,57 except(jt=Ib)55=618,47=618,43=146,46=135,59=146,56=135. 10)-This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11)This truss has been designed for a moving concentrated load of 250.0Ib live and 50.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard iv,r---0,41400:41.Al f .,,,,,r, ,Aff ,... f r„F.. 4, - iii cc ..,,, . ,..., .,,,. ILI ssi9969 �GISTBRvC~ IONAL t' 411911 Digitally signed by:Terry L.Powell,P E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be 441 installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSco. INC. Page 4 oo 54 Job Truss Trpe Qty Ply I�OINT MIXED-USE/BLDG H/GWB SJA19156J B02 C on 8 11 Job Reference(optional) - The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. F*Apr 17 16:44:20 2015 Page 1 I D:gJ 1 zv?i68k_gTvnLwpBwulzjceU-R Dc6ylKxyTkD USnunO Lp98re8MyMg?3ObxH 1 E5zPjxT -0. 1-0-p 7-10-9 7-10-9 I 14-5-6 6-6-13 I 21-0-3 6-6-13 27-7-0 6-6-13 I 34-1-13 6-6-13 40-6-10 6-6-13 I 47-3-76-6-13 I 55-2-0 7-10-9 1 56-0-02p 8 Scale=1:91.5 5x6= 4.00 12 7 3x5 23 24 3x5 25 3x5 21 w 26 3x5 4x8 5 9 4x8 27 2x4 s', 4 20 • 10 2x4// 3 /4, ..„ 11 19 T //rIA 28 u'1 2 ,�I 1213 u 29 18 30 17 31 32 33 34 35 36 15 37 14 38O 4x6 4x6 4x4= 8x8= 4x8= 8x8= 4x4= 27-11-0 10-0-13 18-9-15 27-3-0 27 36-41 45-1-3 55-2-0 10-0-13 ae 1 I 6 s1 0�4 8-5-1 I 8-9-1 10-0-13 I 0-4-0 Plate Offsets(X,Y)-[6:0-2-4,0-1-8],[8:0-2-4,0-1-8],[15:0-4-0,0-4-8],[17:0-4-0,0-4-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.15 2-18 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.48 Vert(TL) -0.33 2-18 >987 240 TCDL 10.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.01 16 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:279 lb FT=16% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr*Except* TOP CHORD Structural wood sheathing directly applied. T1:2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x6 DF SS WEBS 1 Row at midpt 7-16,8-16,6-16 WEBS 2x4 HF Stud*Except* MiTek recommends that Stabilizers and required cross bracing be installed W6,W5:2x4 HF No.2 during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-5-8 except(jt=length)16=0-5-14(input:0-3-8),16=0-5-14(input:0-3-8). (Ib)- Max Horz2=114(LC 14) Max Uplift All uplift 100 lb or less at joint(s)except 2=-119(LC 6),16=-224(LC 6),12=-128(LC 7) Max Gray All reactions 250 lb or less at joint(s)except 2=903(LC 17),16=3573(LC 1),16=3573(LC 1),12=903(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-19=-1652/205,3-19=-1568/217,3-4=-1271/156,4-20=-1197/164,5-20=-1193/174,5-21=-43/709, 21-22=-33/709,6-22=-25/745,6-23=-57/1712,7-23=-46/1785,7-24=-38/1785,8-24=-49/1712, 8-25=-61/745,25-26=-69/709,9-26=-79/709,9-27=-1193/210,10-27=-1197/199,10-11=-1271/191, 11-28=-1568/252,12-28=-1652/240 BOT CHORD 2-29=-264/1488,18-29=-264/1488,18-30=-305/553,17-30=-305/553,17-31=-846/225,31-32=-846/225, 32-33=-846/225,16-33=-846/225,16-34=-846/156,34-35=-846/156,35-36=-846/156,15-36=-846/156, 15-37=-305/553,14-37=-305/553,14-38=-183/1488,12-38=-183/1488 WEBS 7-16=-1500/108,8-16=-1526/206,8-15=-54/865,9-15=-919/168,9-14=-52/859,11-14=-529/156, 6-16=-1526/206,6-17=-54/865,5-17=-919/168,5-18=-52/859,3-18=-529/156 NOTES- (12) 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 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,with BCDL=10.Opsf. 7)WARNING:Required bearing size at joint(s)16,16 greater than input bearing size. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 119 lb uplift at joint 2,224 lb uplift at joint 16 and 128 lb uplift at joint 12. 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)This truss has been designed for a moving concentrated load of 250.OIb live and 50.OIb dead located at all mid panels and at all panel points along the Top t>s� A Chord and Bottom Chord,nonconcurrent with any other live loads. T p 12)All dime11) nsions ns g ven id in feet-inches-sixteenths with fixed (FFIISS)format.ls"Member end fixity model was used in the analysis and design of this truss. fI -'�I f .; r r LOAD CASE(S)Standard r� al /� (9969 4'.1Li 4/19/15 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCO. INC. 1 Page 5 of 54 Job Truss Trull Qty Ply HI INT MIXED-USE/BLDG H/GWB SJA19156J B03 Co 2 1 Job Reference(optional) The Truss Co.,Sumner,WA,T9E 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:41:22 2015 Page 1 I D:gJ 1 zv?i68k_glvnLwpBwu lzjceU-NcksN QLBU4_xjmxHvpOH EZw?dAd 18vSh3FmSJ_zPjxR 7-4-9 14-0-14 I 20-9-3 I 27-5-8 34-1-13 40-10-2 I 47.6-7 I 54-11-0 I I 7-4-9 6-8-5 6-8-5 6-8-5 6-8-5 6-8-5 6-8-5 7-4-9 Scale=1:90.7 5x6= 4.00 12 6 3x5 23 24 3x5 22 5.. !- 25 3x5 21 26 3x5 3x6 3x6 4 8 2x4 714e/20 27 2x4/i23 �r c �� 9 10 r 119 1/ 28 11 r- vI ® 1 4x6—_ 29 18 30 17 16 31 32 �� 33 34 14 13 35 12 36 4x6= 4x4= 4x6= 4x8= 4x4= 4x4= 4x4= 4x6= 27-9-8 9-7-5 18-6-7 I 27-1-8 27 36-4- 9 45311 5411-0 9-7-5 8-11-1 8-7-1 L5 8-7-1 8-11-1 9-7-5 0-4-0 Plate Offsets(X,Y)- [1:0-1-6,0-0-11],[5:0-2-4,0-1-8],[7:0-2-4,0-1-8],[11:0-1-6,0-0-11] LOADING(psf)50 SPACING- 2-0-0 CSI, DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 2 (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.14 1-18 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.47 Vert(TL) -0.31 1-18 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.01 15 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight:276 lb FT=16% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr*Except* TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins. T1:2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x6 DF SS WEBS 1 Row at midpt 6-15,7-15,5-15 WEBS 2x4 HF Stud*Except* MiTek recommends that Stabilizers and required cross bracing be installed W6,W5:2x4 HF No.2 during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except(jt=length)15=0-5-14(input:0-3-8),15=0-5-14(input:0-3-8). (Ib)- Max Horz 1=-109(LC 11) Max Uplift All uplift 100 lb or less at joint(s)1 except 15=-228(LC 6),11=-101(LC 11) Max Gray All reactions 250 lb or less at joint(s)except 1=812(LC 16),15=3588(LC 1),15=3588(LC 1),11=812(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-19=-1702/213,2-19=-1623/223,2-3=-1310/157,3-20=-1235/166,4-20=-1232/176,4-21=-49/697, 21-22=-39/697,5-22=-31/734,5-23=-62/1726,6-23=51/1800,6-24=-43/1800,7-24=-54/1726, 7-25=-65/734,25-26=-73/697,8-26=-83/697,8-27=-1232/210,9-27=-1235/200,9-10=-1310/192, 10-28=-1622/258,11-28=-1702/247 BOT CHORD 1-29=-277/1541,18-29=-277/1541,18-30=-286/579,17-30=-286/579,16-17=-839/220,16-31=-839/220, 31-32=-839/220,15-32=-839/220,15-33=-839/154,33-34=-839/154,14-34=-839/154,13-14=-839/154, 13-35=-286/579,12-35=-286/579,12-36=-200/1541,11-36=-200/1541 WEBS 6-15=-1517/112,7-15=-1523/208,7-13=-52/866,8-13=-925/172,8-12=-50/856,10-12=533/156, 5-15=-1523/208,5-17=-52/866,4-17=-925/172,4-18=-50/856,2-18=-533/156 NOTES- (12) 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 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,with BCDL=10.Opsf. 6)WARNING:Required bearing size at joint(s)15,15 greater than input bearing size. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb)15=228,11=101. 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)This truss has been designed for a moving concentrated load of 250.OIb live and 50.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. r Ir 1 12)Al dimensions given in feet-inches-sixteenths(FFIISS)format. o �� LOAD CASE(S)Standard A01�ASH� �i4� e -ci,....,e, j 11:FT.9:916:;:" 4 41 &d:r GIST ? .> 'ONAL 4/19/1 Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Al Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCo. INC. Page 6 0154 Job Truss Tr pe Qty Ply I l lOINT MIXED-USE/BLDG H/GWB SJA19156J B04 C on 10 1 Job Reference(optional) - The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Fs Apr 17 16:44:23 2015 Page 1 ID:gJ1zv?i68k glvnLwpBwulzjceU-rolEamMgF06oLwWTSWvWnnTANZzGtMirlvVirQzPjxQ I 7-4-9 I 14-0-14 20-9-3I 27-5-8 I 34-1-13 40-10-2 I 47-6-7 54-11-0 7-4-98-BS 6-8-5 6-8-5 6-8-5 6-8-5 6-8-5 7-4-9 Scale=1:90.7 5x6= 4.00 riT 6 3x525 . 26 3x5 5 7 24 27 3x5 23 28 3x5 8 3x6% 4 3x6 2x4 22 "e�< 29 9 2 2x4/i 3 10 r��//// 30 21 8 I 11 vI ® BB3 ® .. 1 4x6 31 20 32 19 18 33 34 17 1615 35 36 14 13 37 12 38 4x6= 4x4= 4x6= 4x4= 4x4= 4x4= 4x8= 4x6= 6x6= 27-11-8 9-7-5 18-6-7 26-11-8201.-48 36-4-9 45-311 54-11-0 s 7-s ! 8-11-1 i a5 1 1 8-5 1 all-1 I 9-7-5 0-6-0 Plate Offsets(X,Y)— [1:0-1-6,0-0-11],[5:0-2-4,0-1-8],[7:0-2-4,0-1-8],[11:0-1-6,0-0-11] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.14 1-20 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.47 Vert(TL) -0.31 1-20 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.01 16 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight:281 lb FT=16% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr*Except* TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins. T1:2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x6 DF SS WEBS 1 Row at midpt 6-16,7-16,5-16 WEBS 2x4 HF Stud*Except* MiTek recommends that Stabilizers and required cross bracing be installed W6,W5:2x4 HF No.2 during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except Qt=length)16=0-5-14(input:0-5-8+bearing block),16=0-5-14 (input:0-5-8+bearing block). (Ib)- Max Horz 1=-109(LC 11) Max Uplift All uplift 100 lb or less at joint(s)1 except 16=-228(LC 6),11=-101(LC 11) Max Gray All reactions 250 lb or less at joint(s)except 1=812(LC 16),16=3588(LC 1),16=3588(LC 1),11=812(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-21=-1702/213,2-21=-1623/223,2-3=-1310/157,3-22=-1235/166,4-22=-1232/176,4-23=-49/697, 23-24=-39/697,5-24=31/734,5-25=-62/1726,6-25=-51/1800,6-26=-43/1800,7-26=-54/1726, 7-27=-65/734,27-28=-73/697,8-28=-83/697,8-29=-1232/210,9-29=-1235/200,9-10=-1310/192, 10-30=-1622/258,11-30=-1702/247 BOT CHORD 1-31=-277/1541,20-31=-277/1541,20-32=-286/579,19-32=-286/579,18-19=-839/220,18-33=-839/220, 33-34=-839/220,17-34=-839/220,16-17=-839/220,15-16=-839/154,15-35=-839/154,35-36=-839/154, 14-36=-839/154,13-14=-839/154,13-37=-286/579,12-37=-286/579,12-38=-200/1541,11-38=-200/1541 WEBS 6-16=-1517/112,7-16=-1523/208,7-13=-52/866,8-13=-925/172,8-12=-50/856,10-12=-533/156, 5-16=-1523/208,5-19=-52/866,4-19=-925/172,4-20=-50/856,2-20=-533/156 NOTES- (12) 1)2x6 DF SS bearing block 12"long at jt.16 attached to front face with 3 rows of 10d(0.131"x3")nails spaced 3"o.c.12 Total fasteners.Bearing is assumed to be HF No.2. 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;endosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 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,with BCDL=10.Opsf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=1b)16=228,11=101. 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)This truss has been designed for a moving concentrated load of 250.0lb live and 50.Olb dead located at all mid panels and at all panel points along the Top �� Chord and Bottom Chord,nonconcurrent with any other live loads. opi ` 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ryr 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. .-, It! 'LOAD CASES)Standard r e, A tgi" w 19969 ``r c��0ISTER C ANAL 4/19/15 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCO. INC. ` Page 7 of 54 Job Truss Trus Qty Ply HI<�INT MIXED-USE/BLDG H/GWB SJA19156J B05 Com 8 1 I Job Reference(optional) The Truss Co.,Sumner,WA,1-9E 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:41:25 2015 Page 1 I D:gJ 1 zv?i68k_gTvn LwpBwulzjceU-oB P??SO4n?M WaDgsaxx_sBYW7NfrLFHBID_owJzPjxO 7-4-9I l 14-0-14 I 20-9-3 27-5-8 I 34-1-13 I 40-10-2 47-6-7 I 54-11, 7-4-9 6-8-5 6-8-5 6-8-5 6-85 6-8-5 6-8-5 74-9 Scale=1:90.2 5x6= 4.00 Fli 6 3x5� 25 2626 3x5 24 5,�,u'Al7 27 3x5 Iii-ti66\1 28 3x53x6483x6 2x4�� 22 I2992x4 zi 2 3 � /� 10 �/ 30.:\ r121T ��e( 11 4X5— 31 20 32 19 18 33 34 171615 35 36 14 13 37 12 38 - 4x5= 4x4= 4x6= 4x4= 4x4= 4x4= 4x8= 4x6= 6x6= 27-11-8 9-7-5 I 18-6-7 I 26-11-8 27-.81 36-4-9 I 45-3-11 I 54-11-0 9-7-5 8-11-1 8-5-1 6 6-5-1 8-11-1 9-7-5 0-6-0 Plate Offsets(X,Y)— [1:0-3-10,0-0-4],[5:0-2-4,0-1-8],[7:0-2-4,0-1-8],[11:0-3-10,0-0-4] LOADING(psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.13 1-20 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.46 Vert(TL) -0.30 1-20 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.01 16 n/a n/a BCLL 0.0 * Code IBC2012/TPI2007 (Matrix) Wei 9 BCDL 10.0 ht:281 lb FT=16% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. T1:2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x6 DF SS WEBS 1 Row at midpt 6-16,7-16,5-16 WEBS 2x4 HF Stud*Except* MiTek recommends that Stabilizers and required cross bracing be installed W6,W5:2x4 HF No.2 during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-4-0 except(jt=length)16=0-5-14(input:0-5-8+bearing block),16=0-5-14 (input:0-5-8+bearing block). (lb)- Max Harz 1=-109(LC 15) Max Uplift All uplift 100 lb or less at joint(s)1 except 16=-227(LC 6),11=-101(LC 11) Max Gray All reactions 250 lb or less at joint(s)except 1=812(LC 16),16=3568(LC 1),16=3568(LC 1),11=812(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-21=-1693/210,2-21=-1613/221,2-3=-1307/156,3-22=-1232/164,4-22=-1229/175,4-23=48/679, 23-24=-37/679,5-24=-29/716,5-25=-61/1702,6-25=-49/1776,6-26=-42/1776,7-26=-53/1702, 7-27=-64/716,27-28=-72/679,8-28=-82/679,8-29=-1229/209,9-29=-1232/199,9-10=-1307/190, 10-30=-1613/255,11-30=-1693/244 BOT CHORD 1-31=-275/1530,20-31=-275/1530,20-32=271/588,19-32=-271/588,18-19=-821/218,18-33=-821/218, 33-34=-821/218,17-34=-821/218,16-17=-821/218,15-16=-821/152,15-35=-821/152,35-36=-821/152, 14-36=-821/152,13-14=-821/152,13-37=-271/588,12-37=-271/588,12-38=-198/1530,11-38=-198/1530 WEBS 6-16=-1503/111,7-16=-1518/208,7-13=-52/863,8-13=-919/172,8-12=-49/846,10-12=-521/154, 5-16=-1518/208,5-19=-52/863,4-19=-919/172,4-20=-49/846,2-20=-521/154 NOTES- (11) 1)2x6 DF SS bearing block 12"long at jt.16 attached to front face with 3 rows of 10d(0.131'x3")nails spaced 3"o.c.12 Total fasteners.Bearing is assumed to be HF No.2. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;endosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 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,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb)16=227,11=101. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.OIb live and 50.OIb dead located at all mid panels and at all panel points along the Top . Chord and Bottom Chord,nonconcurrent with any other live loads. Po � 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. V }, ,,, .. ,.. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. �� .z• LOAD CASE(S)Standard • ri,),(i.l it I - :.. r . , w J 19969 tto GIST R ,& ANAL ` 4/19/1 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be 441 installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCO.INC. , Page 8 of 54 Job Truss T pe 'Qty Ply POINT MIXED-USE/BLDG H/GWB SJA19156J B06 C on 2 1 Job Reference(optional) - The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Poi Apr 17 16:411:26 2015 Page 1 ID:gJ1zv?i68k_qTvnLwpBwulzjceU-GNzNDoPiYJUNCNF28eSDPP4htn?44iXH tkMSlzPjxN I 7-49 I 14-0-14 20-9-3 I 27-5-8 I 34-1-13 I 40-10-2 I 47-6-7 54-11-0 7-49 6-8-5 6-8-5 6-8-5 6-8-5 6-8-5 6-8-5 74-9 Scale=1:90.2 5x6= 4.00 12 6 3x5 23 24 3x5 22 5 7 25 3x5 21 26 3x5 3x6 \/ 4 8 \7.: / 2 2 3x6\\3 20 �\. /\.r 27 9 21°4,r 1 19 "., 1 28 11 r o 4x5—_ 29 18 30 17 16 31 32 ®5 33 34 14 13 35 12 36 4x5 4x4= 4x6= 4x8— 4x4= 4x4= 4x4= 4x6= 27-9-8 I 9-7-5I 18-6-7 I 27-1-8 27r`�-9 36-49 I 45-3-11 I 54-11-0 9-7-5 8-11-1 8-7-1 0+4L0 8-7-1 8-11-1 9-7-5 0-4-0 Plate Offsets(X,Y)- [1:0-3-10,0-0-4],[5:0-2-4,0-1-8],[7:0-2-4,0-1-8],[11:0-3-10,0-0-4] LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.13 11-12 >999 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.46 Vert(TL) -0.30 11-12 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.01 15 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight:276 lb FT=16% LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr`Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. T1:2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. BOT CHORD 2x6 DF SS WEBS 1 Row at midpt 6-15,7-15,5-15 WEBS 2x4 HF Stud`Except` MiTek recommends that Stabilizers and required cross bracing be installed W6,W5:2x4 HF No.2 during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-4-0 except(jt=length)15=0-5-14(input:0-3-8),15=0-5-14(input:0-3-8). (Ib)- Max Horz 1=109(LC 10) Max Uplift All uplift 100 lb or less at joint(s)1 except 15=-227(LC 6),11=-101(LC 11) Max Gray All reactions 250 lb or less at joint(s)except 1=812(LC 16),15=3568(LC 1),15=3568(LC 1),11=812(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-19=-1693/210,2-19=-1613/221,2-3=-1307/156,3-20=-1232/164,4-20=-1229/175,4-21=-48/679, 21-22=-37/679,5-22=-29/716,5-23=-61/1702,6-23=-49/1776,6-24=-42/1776,7-24=-53/1702, 7-25=-64/716,25-26=72/679,8-26=-82/679,8-27=-1229/209,9-27=-1232/199,9-10=-1307/190, 10-28=-1613/255,11-28=-1693/244 BOT CHORD 1-29=-275/1530,18-29=-275/1530,18-30=-271/588,17-30=-271/588,16-17=-821/218,16-31=-821/218, 31-32=-821/218,15-32=-821/218,15-33=-821/152,33-34=-821/152,14-34=-821/152,13-14=-821/152, 13-35=-271/588,12-35=-271/588,12-36=-198/1530,11-36=-198/1530 WEBS 6-15=-1503/111,7-15=-1518/208,7-13=-52/863,8-13=-919/172,8-12=-49/846,10-12=-521/154, 5-15=-1518/208,5-17=-52/863,4-17=-919/172,4-18=-49/846,2-18=-521/154 NOTES- (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;endosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;C1=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 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,with BCDL=10.0psf. 6)WARNING:Required bearing size at joint(s)15,15 greater than input bearing size. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb)15=227,11=101. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 9)This truss has been designed for a moving concentrated load of 250.OIb live and 50.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. �� A LOAD CASE(S)Standard /41; Vi rt131 . i 19969 `d' 0/ST01. C? 'ONAL 4/19/15 Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. All Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCO. INC. Page 9 of 54 Job Truss Trus Qty Ply HI e 1 INT MIXED-USE/BLDG H/GWB SJA19156J B07 GA: 2 1 Job Reference(optional) The Truss Co.,Sumner,WA,T9E 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:41:43 2015 Page 1 I D:gJ 1 zv?i68k_glvnLwpBwulzjceU-GeVonccNXXdyl_2JdjG Db_Idudkl YRvnuO LIYGzPjx6 20-9-14 7-10-0 14511 1830 184-8 27-5-8 341-2 36-48 40-45 47-1-0 54-11-0 7-10-0 6-8-11 I 3-8-5 8 2-3-6 I 6-7-10 I 6-7-10 2-3-6 3-11-13 I 6-8-11 I 7-10-0 I Scale=1:93.8 3x6= 4.00 12 1181190121 122 116 191210' 21 22 23 18 �,i,,, 8 9924 921' 11173 �f`I • 2851 26 123 124 14 15 �?W �C� �`�J1M 8�7 28 125 126 5x10 MT18H WBS :x10 MT18H WB. 1 ,k. .., 6x8 �W�~•+ 29 30 127 128 11 ��_ � ' �+•� �31 32 129 130 8 o ct2�. 33 131 1705��"ft"-� w5 �: ,ill�y- - 434 1id3 f04�Y�.�:��8 5 W4 W4 i \,`�'-''3� 'ffi 38 132 2 3�"�Yf�/4�1 8 g y° ` � 0 �� 'R^ • 39 404 135 G+ f' Q ' 1 102��N R:• u�� S.I,•: 6 S 4x: I 4x:� 8 I 1 S 4 i PIS15 jw.�� 136 41 137 II AAA ! y �� e 1 t u Li. { 8 e a v d• \\\`:3.:55:•`.:•,'�. . .X50-•5:::ti'.\- .:4444+ \L\\\\"v`k+:4\:: A2:•:::.........../.ff/fffff '^;:x;• ,••v'•\\\`.\......... ,� di 62 61 60 59 58 57 56 55 54 53 147 148 52 149 51 50 49 48 47 46 4 44 4 42 138 139 140 141 142 143 144 145 146 _ 150 151 152 154.3 13551 15'76 1548 160 4x8 I 4x8 4x8 II 5x14 MT18H-:".- 4x8 II8x8= 8x8= 4x8 5x14 MT18H-=- 4x10 T18Ha4x10= 27 9-6 4x10= 20-9-14 27-5-8 10-6-08 3-0 .i 6 27-1-12 27,.1.1341-z 36-310 I 44-5-0 I 54-11-0 10-6-0 7-9-0 2-2-8 6-3-14 D- 8 6-3-10 2-2-8 8-1-6 10-6-0 0-2-4 0-4-0 Plate Offsets(X,Y)- [1:1-1-4,Edge],[100:0-1-15,0-1-0],[101:0-1-15,0-1-0],[21:0-3-0,Edge],[41:0-2-12,Edge],[42:0-1-0,0-2-0],[51:0-4-0,0-4-8],[53:0-4-0,0-4-8],[62:0-1-0,0-2-0],[66:0-1-12,0-2-0],[67:0-1-12 ,0-2-0],[68:0-1-15,0-1-0],[69:0-1-15,0-1-0],[78:0-1-15,0-1-0],[79:0-1-15,0-1-0],[80:0-1-15,0-1-0],[81:0-1-15,0-1-0],[82:0-1-15,0-1-0],[83:0-1-15,0-1-0],[84:0-1-15,0-1-0],[85:0-1-15,0.1-0], [94:0-1-15,0-1-0],[95:0-1-15,0-1-0],[96:0-1-15,0-1-0],[97:0-1-15,0-1-0],[98:0-1-15,0-1-0],[99:0-1-15,0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.06 51-52 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.72 Vert(TL) -0.10 51-52 >999 240 MT18H 220/195 TCDL 10.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.07 50 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:426 lb FT=16% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr*Except* TOP CHORD Structural wood sheathing directly applied or 2-1-4 oc purlins. T1:2x4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 2-6-0 oc bracing. BOT CHORD 2x6 DF SS WEBS 1 Row at midpt 52-66,52-67 WEBS 2x6 DF SS*Except* JOINTS 1 Brace at Jt(s):63,66,67,69,71,73,75,79,81,85,87,89,91,95,97 W5,W4:2x4 HF No.2,W3:2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed OTHERS 2x4 HF Stud during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 18-10-0 except(jt=length)52=0-3-8,52=0-3-8. (Ib)- Max Horz 1=332(LC 38) Max Uplift All uplift 100 lb or less at joint(s)52,43,45,46,47,48,49,59,58,57,56,55 except 1=-3671(LC 31),41=-3836(LC 38),53=-623(LC 37),51=-689(LC 40),42=-600(LC 39), 44=-156(LC 158),50=-559(LC 149),61=-771(LC 30),60=-632(LC 25),54=-547(LC 148) Max Gray All reactions 250 lb or less at joint(s)50,54 except 1=3785(LC 50),52=771(LC 16), 52=769(LC 1),41=3913(LC 49),53=1404(LC 26),51=1362(LC 27),42=697(LC 28),43=475(LC 134), 44=318(LC 178),45=358(LC 177),46=352(LC 176),47=358(LC 175),48=347(LC 174),49=369(LC 173),61=1165(LC 25),60=532(LC 30),59=385(LC 163),58=346(LC 164),57=361(LC 165), 56=345(LC 166),55=366(LC 167) ►� P>J �t' ,, '� asyf it ,, �� fit�Lf �. _� ;r Ar Continued on page 2 f 0 19969 cf'sjGISTS`` CC °NAL t' 4/19/1 Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. 41 Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSco.INC. Job Truss T pe Qty Ply ID POINT MIXED-USE/BLDG H/GWB Page 10 of 54 SJA19156J B07 2 1 Job Reference(optional) - The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Fmi Apr 17 16:41:45 2015 Page 2 ID:gJ 1 zv?i68k_gTvnLwpBwu IzjceU-C 1 dZC Idd38ug_ICi181 hg P NzN R QVOLP4LKgsd9zPjx4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-102=-11470/11309,2-102=-10220/10088,2-103=-10067/9957,3-103=-9781/9678,3-104=-9444/9344,4-104=-9158/9065, 4-105=-8833/8752,5-105=-8376/8305,5-106=-8300/8234,6-106=-8015/7954,6-107=-7726/7689,7-107=-7388(7316,7-8=-7168/7135, - 8-9=-6928/6837,9-108=-6601/6580,10-108=-6250/6223,10-109=-6039/6025,11-109=-5739/5674,11-110=-5476/5470,12-110=-5028/5018, 12-111=-4911/4869,13-111=-4460/4425,13-112=-4350/4362,14-112=4029/4083,14-113=-3795/3811,15-113=-3507/3530, 15-114=-3232/3229,16-114=-2881/2883,16-115=-2611/2647,17-115=-2310/2327,17-116=-2047/2092,18-116=-1815/1869, 18-117=-1485/1539,19-117=-1195/1316,19-118=-963/1035,20-118=-546/792,20-119=-548/536,21-120=-279/325,22-120=-583/681, 22-121=-850/857,23-121=-1082/1102,23-122=-1366/1416,24-122=-1595/1644,24-123=-1924/1970,25-123=-2157/2194, 25-124=-2409/2464,26-124=-2721/2748,26-125=-2979/2985,27-125=-3342/3348,27-126=-3618/3631,28-126=-3906/3913, 28-127=-4116/4185,29-127=-4461/4464,29-128=-4529/4511,30-128=-5022/4989,30-129=-5113/5090,31-129=-5587/5569, 31-130=-5838/5795,32-130=-6150/6124,32-131=-6355/6323,33-131=-6712/6678,33-34=-6942/6886,34-35=-7274/7233, 35-132=-7552/7448,36-132=-7836/7788,36-133=-8122/8005,37-133=-8407/8287,37-134=-8644/8620,38-134=-8983/8899, 38-135=-9259/9166,39-135=-9544/9445,39-136=-9623/9521,40-136=-10137/10023,40-137=-10370/10211,41-137=-11590/11432 BOT CHORD 1-138=-10245/10401,62-138=-8778/8933,62-139=-8198/8222,61-139=-6047/6071,61-140=-5808/5832,60-140=-5418/5442, 60-141=-5028/5052,59-141=-4638/4662,59-142=-4248/4272,58-142=-3858/3882,58-143=-3390/3491,57-143=-3078/3101, 57-144=-2688/2661,56-144=-2186/2321,56-145=-1908/1931,55-145=-1205/1229,55-146=-1127/1151,54-146=-425/449,53-147=-564/587, 53-148=-553/579,52-148=-553/579,52-149=868/940,149-150=-868/940,51-150=-667/739,51-151=-675/748,50-151=-264/376, 50-152=-196/325,49-152=-898/971,49-153=-976/1049,48-153=-1679/1752,48-154=-2009/2080,47-154=-2459/2532,47-155=-2537/2610, 46-155=-3239/3312,46-156=-3602/3634,45-156=-4019/4092,45-157=-4409/4482,44-157=-4721/4794,44-158=-5189/5262, 43-158=-5579/5652,43-159=-6602/6847,42-159=-7969/8042,42-160=-9854/9980,41-160=-10771/10925 WEBS 52-63=-530/144,62-84=-511/624,84-85=462/596,85-86=-488/627,86-87=-531/640,87-88=498/610,88-89=-497/610,89-90=-498/610, 90-91=497/609,91-92=-499/612,92-93=-511/629,64-93=-504/658,64-100=-504/658,66-100=-521/724,66-94=-202/283,94-95=-211/306, 95-96=-218/325,96-97=-225/343,97-98=-232/375,98-99=-243/373,63-99=231/419,63-83=-223/396,82-83=238/359,81-82=232/369, 80-81=-229/352,79-80=-227/342,78-79=-224/332,67-78=-222/320,67-101=-1002/1068,65-101=-999/1074,65-77=-999/1074, 76-77=-1022/1104,75-76=-1013/1097,74-75=-1010/1093,73-74=-1010/1093,72-73=-1010/1093,71-72=-1010/1094,70-71=-1012/1097, 69-70=-1011/1091,68-69=-998/1082,42-68=-1019/1104,53-66=-1208/705,51-67=-1166/772,52-66=-708/775,52-67=-932/939, 40-42=-367/225,38-69=-257/56,37-70=-313/49,43-70=404/102,36-71=-293/30,35-72=-293/29,33-73=-294/28,32-74=-293/29, 31-75=-293/32,30-76=-288/29,29-77=-277/33,50-77=-153/301,27-78=-265/31,24-81=-263/26,22-83=-317/18,3-84=-278/203, 5-86=-332/108,61-86=-550/366,6-87=-283/57,7-88=-292/29,9-89=-294/30,10-90=-293/29,11-91=-292/31,12-92=-287/28, 13-93=-279/30,54-93=-160/264,15-94=-265/30,18-97=-263/26,20-99=-317/27,14-100=-332/69,28-101=-333/72 NOTES- (15) 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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 ANSUfPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)All plates are MT20 plates unless otherwise indicated. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*This truss has been designed for a live load of 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. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)52,43,45,46,47,48,49,59,58,57,56,55 except Qt=lb)1=3671,41=3836,53=623, 51=689,42=600,44=156,50=559,61=771,60=632,54=547. 11)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12)This truss has been designed for a moving concentrated load of 250.0Ib live and 50.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 13)This truss has been designed for a total drag load of 400 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 18-8-8,35-11-8 to 54-9-8 for 585.1 plf. 14)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 15)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard ,,,, loret.y4ftitlitip.4.1, -4 t6§../•: rilifi J ( IQ ...4.„. t99b9 . V‘GISTSV`v ,"4° G\ ONAL 4/19/15 Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Al Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCO.INC. Page 11 of 54 Job Truss Trus Qty Ply HI INT MIXED-USE/BLDG H/GWB SJA19156J Cal RO ECIAL 6 1 Job Reference(optional) The Truss Co.,Sumner,WA,T9E. 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:41:47 2015 Page 1 I D:gJ 1 zv?i68k_gTvnLwpBwu IzjceU-8PkJdzftbm80 DcM4sZK9IgSP0 F6_U CO N peJzh 1 zPjx2 5-7-13 11-0-3 16-4-8 20-11-0 25-5-8 30-0-0 34-6-8 39-10-13 45-3-3 50-11-0 5-7-13 I 5-4-5 5-4-5 I 4-6-8 I 4-6-8 I 4-6-8 4-6-8 5-4-5 I 5-4-5 I 5-7-13 Scale=1:86.9 5x5= 4.00 12 36 7 37 3x5 3x5 3x5 II 6 8 3x5 II 5 34 35 38 39 9 3x5 Z 33 40 3x5 3x6 4 10 v 10 g W14/ 3x6 ( *****,!.."... -/ 4x5 3P 41 412` 2 3 \V-1 �,. 11 3x5 II 31 sem / z� V\ � 42 3X5 II ..,:0000000 44 5x16— r- r '-ir16— 49 - 11°°23 1`171 . 30 15 �,_ S 43 3x5- 21 45 20 46 19 47 18 48 17 3x5= 50 14 24 4x5= 4x5- 2.00[Ti 3x6 II 2x4 II 5x14= 2x4 II 3x6 II 4x4 II 8-4-0I 16-4-8 16r7-4 20-11-0 I 25-5-8 I 30-0-0 34-3-12 341.6-8 42-7-0 50-11-0 8-4-0 8-0-8 0-2-12 4-3-12 4-6-8 4-6-8 4-3-12 0.2-12 8-0-8 8-4-0 Plate Offsets(X,Y)— [2:0-2-0,0-2-0],[5:0-2-8,0-1-0],[9:0-2-8,0-1-4],[12:0-2-0,0-2-0],[14:0-2-0,0-2-0],[16:0-5-0,0-3-0],[22:0-5-0,0-3-0],[24:0-2-0,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.37 Vert(LL) 0.27 15-16 >730 360 MT20 185/148 TCDL 10.0 Lumber DOL 1.15 BC 0.66 Vert(TL) -0.48 15-16 >410 240 BCLL 0.0 * 1Rep Stress Incr YES WB 0.83 Horz(TL) 0.03 14 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight:286 lb FT=16% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF 2400F 2.0E*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: B2:2x6 DF 2400F 2.0E,B3:2x4 DF No.1&Btr 10-0-0 oc bracing:16-17 WEBS 2x4 HF Stud*Except* WEBS 1 Row at midpt 7-19,6-19,8-19 W11,W8,W10:2x4 HF No.2,W1:2x6 DF SS,W6:2x4 DF No.1&Btr JOINTS 1 Brace at Jt(s):27,28 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-4-0 except(jt=length)19=0-7-0,29=0-5-8,30=0-5-8. (Ib)- Max Horz 24=81(LC 10) Max Uplift All uplift 100 lb or less at joint(s)19,24,14 except 29=-197(LC 10),30=-173(LC 11) Max Gray All reactions 250 lb or less at joint(s)except 19=1040(LC 1),24=560(LC 16),14=563(LC 17),29=1415(LC 16),30=1359(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-31=-389/29,2-31=-373/37,2-3=-832/52,3-32=-771/59,4-32=-770/67,4-33=-102/812,5-33=-94/874, 5-34=-52/794,34-35=-46/832,6-35=-41/883,6-36=0/460,7-36=0/510,7-37=0/510,8-37=0/460, 8-38=0/845,38-39=0/797,9-39=0/759,9-40=-48/858,10-40=-56/796,10-41=-783/96,11-41=-784/88, 11-12=-845/81,12-42=-373/39,13-42=-389/31,1-24=-388/52,13-14=-388/53 BOT CHORD 24-43=-205/1076,23-43=-195/1090,23-44=-69/380,22-44=-63/393,21-29=0/285,22-29=-1358/229, 22-25=-376/98,5-25=393/105,16-17=0/365,16-30=-1355/173,16-26=-376/98,9-26=-397/107, 16-49=-22/403,15-49=-29/390,15-50=-144/1100,14-50=-154/1086 WEBS 7-19=-585/8,10-16=-1155/191,10-15=0/749,12-15=-398/140,4-22=-1156/196,4-23=-0/751, 2-23=-399/147,2-24=942/124,12-14=-952/147,22-27=-365/73,19-27=-393/72,6-22=706/122, 19-28=-469/73,16-28=-460/74,8-16=-672/116 NOTES- (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 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. 6)Bearing at joint(s)24,14,29,30 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)19,24,14 except(jt=lb)29=197,30=173. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. - 9)This truss has been designed for a moving concentrated load of 250.0Ib live and 50.01b dead located at all mid panels and at all panel points along the Top 130 3 r, Chord and Bottom Chord,nonconcurrent with any other live loads. V 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. IP ef i i 1)All dimensions given in feet-inches-sixteenths(FFIISS)format. if xif LOAD CASE(S)Standard "^ 'I ( r , 73 el 41.1 1996941 J's`GIST V� 'ONAL t' 4/19/1; Digitally signed by:Terry L.Powell.P E !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically.Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSco.INC. Page 12 of 54 Job Truss Type Qty Ply 11111 POINT MIXED-USE/BLDG H/GWB SJA19156J CO2 SPECIAL 8 1 Job Reference(optional) - The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Rh Apr 17 16:41:50 2015 Page 1 1D:01 zv?i68k_glvnLwpBwulzjceU-Z_Q SF?hmuhWz434fYh usNT4gTS3vhZfpVcYdl MzPjx? I 5-7-13 I 11-0-3 I 16.4-8 i 20-11-0 i 25-5-8 I 30-0-0 34-6-8 I 39-10-13 I 45-3-3 I 50-11-0 5-7-13 5-4-5 5-4-5 4-6-8 4-6-8 4-6-8 488 5-4-5 5-4-5 5-7-13 Scale=1:87.0 5x5= 4.001-12- 28 7 29 3x5 3x5 3x4 I 6 8 5 26 27 30 313x4 II 3x5� 25 i -� _ 32 3x5 3x6� 4 10 3x6 4x5 24 33 4x5 -- 3 ATIIIIIIN . �� 11 4x4 II 2 2� °m /11111Ihz�� 12 34 4x4 II r%� 21 36 5x10 16 5x10= 39 1. '� 13 1,,,7:, 35 3x5= 40 19 37 18 38 17 3x5= 14 22 4x5= 4x5= 200 12 4x5 II 5x14= 4x5 II 25-9-8 I 5-7-13 I 8-40 I 16-4-8 25-1-8 25- 6 34-6-6 I 42-7-0 I 50-11-0 5-7-13 2-8-3 8-0-8 8-9-0 0 4 0 8-9-0 8-0-8 8-4-0 0-4-0 Plate Offsets(X,Y)- [1:0-2-0,0-1-12],[2:0-2-0,0-2-0],[6:0-1-12,0-1-8],[8:0-1-12,0-1-8],[12:0-2-0,0-2-0],[13:0-2-0,0-1-12],[14:0-2-0,0-2-0],[16:0-4-4,0-2-8],[17:Edge,0-3-8],[20:0-4-4,0-2-8],[22:0-2-0,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.39 17-18 >779 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.96 Vert(TL) -0.67 17-18 >451 240 TCDL 10.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.07 18 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 BCDL 10.0 (Matrix) Weight:260 lb FT=16% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-9 oc purlins, except end verticals. BOT CHORD 2x4 DF No.1&Btr*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B2:2x4 HF Stud WEBS 1 Row at midpt 7-18,8-18,16-18,6-18,18-20 WEBS 2x4 HF Stud*Except* MiTek recommends that Stabilizers and required cross bracing be installed W9,W8,W7:2x4 HF No.2,W1:2x6 DF SS,W2:2x4 DF No.1&Btr during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-3-8 except(jt=length)18=0-5-7(input:0-3-8),18=0-5-7(input:0-3-8),22=0-4-0, 14=0-4-0. (Ib)- Max Horz 22=81(LC 10) Max Uplift All uplift 100 lb or less at joint(s)22 except 18=-206(LC 6),14=-102(LC 11) Max Gray All reactions 250 lb or less at joint(s)except 18=3310(LC 1),18=3310(LC 1),22=741(LC 16),14=741(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-23=-381/30,2-23=-364/38,2-3=-1538/199,3-24=-1477/206,4-24=-1476/214,4-25=-164/890, 5-25=-116/921,5-26=-140/881,26-27=-86/901,6-27=-77/925,6-28=-26/1464,7-28=-18/1515, 7-29=-13/1515,8-29=-20/1464,8-30=-113/925,30-31=-122/901,9-31=-140/881,9-32=-151/921, 10-32=-164/890,10-33=-1476/242,11-33=-1477/234,11-12=-1538/227,12-34=-364/39,13-34=-381/31, 1-22=-384/53,13-14=-384/53 BOT CHORD 22-35=-329/1638,21-35=-319/1652,21-36=-236/1106,20-36=-229/1119,5-20=-387/103,16-17=0/373, 9-16=-387/103,16-39=-177/1119,15-39=-183/1106,15-40=-259/1652,14-40=-269/1638 WEBS 7-18=-1215/67,8-18=-1067/167,16-18=-1072/163,8-16=-134/1081,10-16=-1109/175,10-15=0/703, 12-15=-350/121,4-20=-1109/177,4-21=0/703,2-21=-350/124,2-22=-1568/250,12-14=-1568/274, 6-18=-1067/180,18-20=-1072/184,6-20=-159/1081 NOTES- (12) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 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. 6)WARNING:Required bearing size at joint(s)18,18 greater than input bearing size. 7)Bearing at joint(s)22,14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)22 except(jt=lb)18=206,14=102. 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 10)This truss has been designed for a moving concentrated load of 250.OIb live and 50.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 40" - 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. r iif v. �t LOAD CASE(S)Standard .]), _ it. P' 7.-..., 7 ]9969 tP G/STes0),A L'NAL S 4/19/15 Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be 40000 installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCO.INC. • Job Truss Qty Ply HI INT MIXED-USE/BLDG H/GWB Page 13 of 54 SJA19156J D01A GA 1 1 Job Reference(optional) The Truss Co.,Sumner,WA,T9E 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:41:54 2015 Page 1 I D:3MkjmE igV ps4?bInjDDgoMzh FU C-Rmfy5N kGyvOPZgOQnXyoXJ FUy3ZLdX6PQE WrQ7zPjwx 25-7-0 51-2-0 I 25-7-0 I 25-7-0• I Scale=1:82.8 5x5= 4.00 12 17 18 19 20 1Trull: 69 14 t5 16 .. 21 22 23 24 25 ZO 9 1073 28 27 6x8 MT18H5 8 28 4 5 6 7 S- 0 5-12 S- 1514 14 STI6 X17 S-16 8_14 29 30 6x8 MT18H� ST9 S-12 S 0,r9 31 32 3 �� 5 t6 . . 7 T8 T8 S 7 ST6 ST5 '%' 33 gg4 1 y1 Y2 ST3 4 Si4 S 3 35 ® B� 9 tt 4 f1 2 ) 7 9 a 97 tt 9g�9 4 t m iN O O 4x14 68 67 66 65 64 63 62 61 60 59 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 4x14 8x8= 8x8= 51-2-0 51-2-0 I Plate Offsets(X,Y)-[1:0-11-0,Edge],[4:0-3-4,Edge],[32:0-3-4,Edge],[35:0-0-8,Edge],[48:0-4-0,0-4-8],[56:0-4-0,0-4-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) n/a - n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.42 Vert(TL) n/a - n/a 999 MT18H 185/148 TCDL 10.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.06 52 n/a n/a BCLL 0.0 ' Code IBC2012/TPI2007 (Matrix) Weight:336 lb FT=16% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2'Except* TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc purlins. Ti:2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 3-5-10 oc bracing. BOT CHORD 2x6 DF SS WEBS 1 Row at midpt 18-52 OTHERS 2x4 HF Stud*Except* MiTek recommends that Stabilizers and required cross bracing be installed ST17,ST15,ST16:2x4 HF No.2 during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 51-2-0. (Ib)- Max Horz1=100(LC 46) Max Uplift All uplift 100 lb or less at joint(s)37,38,39,40,41,42,43,44,45,46,47,48,49, 50,51,67,66,65,64,63,62,61,60,59,58,57,56,55,54,53 except 1=-2208(LC 39), 35=-2198(LC 38),36=-162(LC 39),68=-163(LC 38) Max Gray All reactions 250 lb or less at joint(s)52,37,38,39,40,41,42,43,44,45,46,47, 48,49,50,51,67,66,65,64,63,62,61,60,59,58,57,56,55,54,53 except 1=2274(LC 46),35=2264(LC 47),36=347(LC 24),68=347(LC 23) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-6712/6592,2-3=-5794/5704,3-4=-5424/5361,4-5=-5052/5011,5-6=-4698/4667,6-7=-4335/4324, 7-8=-3971/3980,8-9=-3606/3636,9-10=-3242/3292,10-11=-2883/2948,11-12=-2532/2604, 12-69=-2181/2260,13-69=-1994/2063,13-14=-1829/1916,14-15=-1478/1572,15-16=-1126/1228, 16-17=-775/886,17-18=-425/520,18-19=-425/540,19-20=-775/879,20-21=-1126/1217, 21-22=-1478/1556,22-23=-1829/1894,23-70=-1965/2039,24-70=-2181/2235,24-25=-2532/2577, 25-26=-2883/2920,26-27=-3235/3263,27-28=-3586/3607,28-29=-3942/3951,29-30=-4307/4295, 30-31=-4669/4639,31-32=-5024/4982,32-33=-5396/5332,33-34=-5765/5682,34-35=-6683/6573 BOT CHORD 1-68=-6164/6308,67-68=-5394/5478,66-67=-5028/5170,65-66=-4728/4837,64-65=-4395/4504, 63-64=-4061/4171,62-63=-3728/3837,61-62=-3395/3504,60-61=-3061/3171,59-60=-2728/2837, 58-59=-2395/2504,57-58=-2061/2171,56-57=-1728/1837,55-56=1395/1504,54-55=-1061/1171, 53-54=-728/837,52-53=-395/504,51-52=-395/504,50-51=-728/837,49-50=-1061/1171, 48-49=-1395/1504,47-48=-1728/1837,46-47=-2061/2171,45-46=2395/2504,44-45=-2728/2837, 43-44=-3061/3171,42-43=-3395/3504,41-42=-3728/3837,40-41=-4061/4171,39-40=-4395/4504, 38-39=-4728/4837,37-38=-5028/5171,36-37=-5394/5501,35-36=-6119/6309 NOTES- (15) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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=1.1 4)Unbalanced snow loads have been considered for this design. 1 5)All plates are MT20 plates unless otherwise indicated. Pr. ) S) 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. ;� `�l:,-", , 8)Gable studs spaced at 1-4-0 oc. riff.0. ...0 p9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r '10)*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 bottomichord and any other members. `' , Continued on page 2 /� I/ W 11964 t"s�GISTev- (3 °NAL# 4/19/1; Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI I Building y, Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCO. INC. Page 14 of 54 Job I Truss Tile Qty Ply '•POINT MIXED-USE/BLDG I-1/GWB r SJA19156J IDO1A 1 1 Job Reference(optional) The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Rri Apr 17 16:41:55 2015 Page 2 ID:3MkjmEigVps4?binjDDgoMzhFUC-vyDLIilujD8FBgzdKEU 14WnfiTVZM_MYetFOyazPjww NOTES- (15) 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)37,38,39,40,41,42,43,44,45,46,47,48,49,50,51,67,66,65,64,63,62,61,60,59, 58,57,56,55,54,53 except Qt=lb)1=2208,35=2198,36=162,68=163. - 12)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)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 51-2-0 for 250.0 plf. 14)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 15)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard ASP OrASHL Orfrit k (94159 trSj0/STSg6�~ 'ONAL 4/1 9/1 5 Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 th eTRUSSCo.INC. Page 15 of 54 Job Truss Trus Qty Ply HI INT MIXED-USE/BLDG H/GWB SJA19156J D02 Com 5 1 Job Reference(optional) The Truss Co.,Sumner,WA,T9E 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:41:57 2015 Page 1 ID:3MkjmEigVps4?binjDDgoMzhFUC-sLL5jOn9EgOzQ86?SfWV9xt_PHbugmmr6BkV1 SzPjwu 1-0-c 7-0-1 13-2-6 19-4-11 25-7-0 I 31-9-5 I 37-11-10 44-1-15 I 51-2-0 $2-2-p -a 7-0 1 6-2-5 6-2-5 6-2-s 6-2-5 6-2-5 6-2-5 7-0-1 o-d • Scale=1:84.9 6x6= 4.00 12 7 3x5� 25 I 26 3x5 6 24 27 3x5 23 28 3x5 3x6 5 9 3x6 2x4�� 4 2229 10 2x4/i v 1 2 2 �,:�- loor\ � 30 1213 m d 4x6= 31 20 32 19 33 18 34 �� 35 16 36 15 37 14 38 4x6— 4x4= 4x4= 4x6= 4x8= 4x6= 4x4= 4x4= 26-1-0 9-0-13 17-3-15 25-1-0 2 7r0 33-10-1 42-1-3 61-2-0 9-0-13 I 8-3-1 7-9-1 A 7-9-1 8-3-1 9-0-13 I 0-6-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft Ud PLATES GRIP TCLL 25.0 -Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.11 12-14 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.43 Vert(TL) -0.25 12-14 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.01 17 n/a n/a BCLL 0.0 * Code IBC2012/TPI2007 (Matrix) Weight:252 lb FT=16% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud`Except* WEBS 1 Row at midpt 7-17,8-17,6-17 W6,W5:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-5-8. (Ib)- Max Horz 2=106(LC 10) Max Uplift All uplift 100 lb or less at joint(s)except 2=-114(LC 6),17=-207(LC 6),12=-121(LC 7) Max Gray All reactions 250 lb or less at joint(s)except 2=864(LC 17),17=3263(LC 1),17=3263(LC 1),12=864(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-21=-1622/195,3-21=-1548/205,3-4=-1261/144,4-22=-1191/152,5-22=-1188/161,5-23=-89/584, 23-24=-36/584,6-24=-28/618,6-25=-52/1509,7-25=-42/1578,7-26=-35/1578,8-26=-45/1509, 8-27=-57/618,27-28=-65/584,9-28=-89/584,9-29=-1188/190,10-29=-1191/180,10-11=-1261/173, 11-30=-1548/234,12-30=-1622/224 BOT CHORD 2-31=-250/1469,20-31=-250/1469,20-32=-210/598,19-32=-210/598,19-33=-717/213,18-33=-717/213, 18-34=-717/213,17-34=-717/213,17-35=-717/144,16-35=-717/144,16-36=-717/144,15-36=-717/144, 15-37=-210/598,14-37=-210/598,14-38=-171/1469,12-38=-171/1469 WEBS 7-17=-1349/101,8-17=-1421/192,8-15=-48/798,9-15=-846/157,9-14=-43/810,11-14=-489/145, 6-17=-1421/192,6-19=-48/798,5-19=-846/157,5-20=-43/810,3-20=-489/145 NOTES- (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 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,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 114 lb uplift at joint 2,207 lb uplift at joint 17 and 121 lb uplift at joint 12. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 9)This truss has been designed for a moving concentrated load of 250.01b live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. A LOAD CASE(S)Standard "e911/4:14ASA/ t -0 1 Frff r 19969 J'sI GrsTeco-' Cs)' 'ONAL - 4/19/1; Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCo.INC. Page 16 of 54 Job Truss Tame Qty Ply III POINT MIXED-USE/BLDG H/GWB SJA19156J D03 on '7 1 Job Reference(optional) The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. F i Apr 17 16:41:58 2015 Page 1 I D:3MkjmEigVps4?binjDDgoMzh FUC-KXvTwknn?8 Wg21 h BON 1 ki9P97gx2ZDw_LrU 2ZuzPjwt I 6-10-9 6-10-9 13-0-14 6-2-5 I 19-3-3 6-2-5 I 25-5-8 6-2-5 31-7-13 6-2-5 37-10-2 6-2-5 I 44-0-7 6-2-5 I 50-11-0 6-10-9 I Scale=1:8-4.0 6x6= 4.00 12 6 23 I 24 3,5� 3x5 5 25 3x5 22 263x53x6% 483x62x4�� 320744000, 27 y 2x4�i ‘liiivo,1/44\ 19 28 P7' dI i.=; 111 \ °'�o _2.: n111 Ic 4x6_ 29 18 30 17 31 16 32 t5 33 14 34 13 35 12 36 d _ 4x6= 4x4= 4x4= 4x6= 4x8= 4x6= 4x4= 4x4= 25-11-8 8-11-5 17-2-7 24-11-8 2- 8 33-8-9 41-11-11 50-11-0 1 8 11-s I 8-3-1 7-9-1 a�s�0 I 7-9-1 i 8-3-1 8-11-5 I 0-6-0 Plate Offsets(X,Y)—11:0-1-6,0-0-7],[11:0-1-6,0-0-7] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.96 Vert(TL) -0.11 11-12 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.43 Vert(TL) -0.25 11-12 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.01 15 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:249 lb FT=16% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud*Except* WEBS 1 Row at midpt 6-15,7-15,5-15 W6,W5:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except(jt=length)15=0-5-8,15=0-5-8. (Ib)- Max Horz 1=-101(LC 15) Max Uplift All uplift 100 lb or less at joint(s)1,11 except 15=-211(LC 6) Max Gray All reactions 250 lb or less at joint(s)except 1=771(LC 16),15=3281(LC 1),15=3281(LC 1),11=771(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-19=-1629/197,2-19=-1555/208,2-3=-1264/146,3-20=-1194/154,4-20=-1191/163,4-21=-72/591, 21-22=-40/591,5-22=-32/625,5-23=-57/1527,6-23=-46/1596,6-24=-39/1596,7-24=-49/1527, 7-25=-60/625,25-26=-68/591,8-26=-77/591,8-27=-1191/191,9-27=-1194/181,9-10=-1264/173, 10-28=-1555/235,11-28=-1629/225 BOT CHORD 1-29=-257/1477,18-29=-257/1477,18-30=-214/587,17-30=-214/587,17-31=-725/207,16-31=-725/207, 16-32=-725/207,15-32=-725/207,15-33=-725/142,14-33=-725/142,14-34=-725/142,13-34=-725/142, 13-35=-214/587,12-35=-214/587,12-36=-182/1477,11-36=-182/1477 WEBS 6-15=-1360/103,7-15=-1410/193,7-13=-49/802,8-13=-855/159,8-12=-47/817,10-12=-497/146, 5-15=-1410/193,5-17=-49/802,4-17=-855/159,4-18=-47/817,2-18=-497/146 NOTES- (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 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,with BCDL=10.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,11 except(jt=lb)15=211. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.0Ib live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard /`0 !1 II Ate,.., 4'r :•Are M if ;?.;4. _ ..t... ii rt / w J [9969 .44 :P GISTV",vC ONAL# 4/19/15 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSco. INC. T PlyPage 17 of 54 Job Truss Trus Qty HI INT MIXED-USE/BLDG H/GWB SJA19156J D04 Roo cial 4 1 Job Reference(optional) The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:42:00 2015 Page 1 ID:3MkjmEigVps4?bInjDDqoMzhFUC-Gv1 ELQp1XImYHbra7n3CnaVWOUTE14GHo9z9enzPjwr 6-2-01 11-3-4 I 16-4-8 20-11-0 I 25-5-8 30-0-0 34-6-8 39-7-12 I 44-9-0 I 50-11-0 6-2-0 5-1-4 5-1-4 4-6-8 4-6-8 4-6-8 4-6-8 5-1-4 5-1-4 6-2-0 Scale=1:84.9 5x5= 4.00 I12 25 7 26 3x5 3x5 I 6 8 3x4 5 23 24 27 28,9 3x4 II 4x8-- 3x5 22 = �„ 29 3x5 C 4 10 4x8 2x4= 311 2x112--:: x4- 2 l5-' \iWill12111"'-'7"14.01%,"--- 16...\141111111101P.--,..;.--- , 12 21 •�'ua 19 _ 1 i'iY►, 30 dI 1 20 32 5x9 8 1 5x9 35 14 13 Iv ici O : 31 3x5- 36 y o 3x5= 4x5= 4x5- 18 33 17 16 2.00 12 4x5 H 5x14= 4x5 II 25-9-8 8-8-10 I 16-4-8 25-1-8 z 34-6-8 42-2-6 50-11-0 8-8-10 7-7-14 8-9-0 8-9-0 7-7-14 8-8-10 0-4-0 Plate Offsets(X,Y)--[4:0.2-4,0-1-8],[6:0-2-4,0-1-8],[8:0-2-4,0-1-8],[10:0-2-4,0-1-8],[15:0-3-12,0-2-12],[16:Edge,0-3-8],[19:0-3-12,0-2-12] LOADING(psf) l SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.39 17-18 >774 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.96 Vert(TL) -0.68 17-18 >448 240 TCDL 10.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.10 17 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) I Weight:234 lb FT=16% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF 2400F 2.0E*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. B2:2x4 HF Stud,B3:2x4 DF No.1&Btr WEBS 1 Row at midpt 7-17,6-17,8-17,17-19,15-17 WEBS 2x4 HF Stud*Except* MiTek recommends that Stabilizers and required cross bracing be installed W7,W6,W5:2x4 HF No.2 during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-4-0 except(jt=length)17=0-5-11(input:0-3-8),17=0-5-11(input:0-3-8). (Ib)- Max Horz 1=-103(LC 11) Max Uplift All uplift 100 lb or less at joint(s)1 except 13=-104(LC 11),17=-213(LC 6) Max Gray All reactions 250 lb or less at joint(s)except 1=683(LC 16),13=683(LC 17),17=3464(LC 1),17=3464(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-21=-2462/412,2-21=-2395/421,2-3=-1776/264,3-4=-1716/273,4-22=-183/1458,5-22=-175/1488, 5-23=-147/1444,23-24=-144/1450,6-24=-135/1488,6-25=-54/1814,7-25=-46/1864,7-26=-41/1864, 8-26=-48/1814,8-27=-175/1488,27-28=-184/1450,9-28=-187/1444,9-29=-214/1488,10-29=-223/1458, 10-11=-1716/310,11-12=-1776/301,12-30=-2395/457,13-30=-2462/448 BOT CHORD 1-31=-473/2290,20-31=-463/2308,20-32=-600/1083,19-32=-585/1095,5-19=-386/100,15-16=0/372, 9-15=-386/100,15-35=-585/1095,14-35=-600/1083,14-36=-393/2308,13-36=-404/2290 WEBS 7-17=-1434/84,10-15=-1347/213,10-14=0/954,12-14=-696/196,4-19=-1347/213,4-20=0/954, 2-20=-696/197,6-17=-957/176,8-17=-957/161,17-19=-1472/217,15-17=-1472/186,6-19=-166/967, 8-15=-133/967 NOTES- (12) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 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. 6)WARNING:Required bearing size at joint(s)17,17 greater than input bearing size. 7)Bearing at joint(s)1,13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb)13=104,17=213. 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)This truss has been designed for a moving concentrated load of 250.OIb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 1 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. AA i C) p�/r fA, LOAD CASE(S)Standard )0VASA,/ X41 [9969 '�(1M�•)i t/slGISTe1 °6 0NAL# 4/19/1 Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSco. INC. Page 18 o'I54 Job Truss Tilly ype Qty Ply 0 POINT MIXED-USE/BLDG H/GWB SJA19156J D05 pecial 3 1 Job Reference(optional) The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Foe Apr 17 16:42:03 2015 Page 1 I D:3MkjmEigVps4?bInj D DgoMzhFU C-g U iM_Srvgg9783a9owdvPC712hYlEQnjU7BpF6zPjwo I 6-2-0 11-3-4 1 16-4-8 20-11-0 25-5-8 30-0-0 34-6-8 39-7-12 i 44-9-0 1 50-11-0 6-2-0 5-1-4 5-1-4 4-6-84-6-8 4-6-8 4-6-8 5-1-4 5-1-4 6-2-0 Scale=1: 4.9 5x5= 4.00 12 31 7 32 3x5 3x5 3x4 II 6 8 30 33 34 3x4 II 5 93x5% 28 353x54x8% 4 � 4x8k2x4= 3 `,a W'0 �' 11 2x4-2a��I -lire � �p�,� ��i�.� 12 I-- 1 38 l.�f3ZlI�\...-:, lir ?:: 4x4 I 43 t4 13 n Irt 22 o 1J 37 3x5- 4x4 II x •= 26 3x5= 44 Io 4x5= 20 39 19 40 18 41 17 42 16 4x5---z- 2,00 2.00 12 3x8 II 2x4 II 5x14= 2x4 11 3x8 II 25-9-8 5-8-10 16-4-8 25-11-0 za S1-e8 211-4 �a 30 0-0 34-1-01-0 34 5-8 42-2-6 50-11-0 8-8-10 i 7-7-14 ao-a ! a z-s a 8 7-7-14 8-8-10 I 0-4-0 Plate Offsets(X,Y)--[4:0-2-4,0-1-8],[10:0-2-4,0-1-8],[15:0-5-4,0-2-8],[21:0-5-4,0-2-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.30 13-14 >667 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.78 Vert(TL) -0.60 13-14 >338 240 TCDL 10.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.04 25 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:242 lb FT=16% BCDL 10.0 _ LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc purlins. BOT CHORD 2x4 DF 2400F 2.0E*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B2:2x4 HF Stud,83:2x4 HF No.2 WEBS 1 Row at midpt 7-18,6-18,8-18 WEBS 2x4 HF Stud*Except* JOINTS 1 Brace at Jt(s):23,24 W10,W9,W7:2x4 HF No.2,W4:2x6 DF SS MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 0-4-0 except(jt=length)18=0-3-8,18=0-3-8,25=0-5-8,26=0-5-8. (Ib)- Max Horz 1=-103(LC 11) Max Uplift All uplift 100 lb or less at joint(s)1,13 except 25=-242(LC 10),26=-228(LC 11) Max Gray All reactions 250 lb or less at joint(s)except 1=525(LC 33),13=525(LC 43),18=1122(LC 61),18=1006(LC 1),25=1462(LC 16),26=1462(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-27=-1569/211,2-27=-1501/220,2-3=-839/51,3-4=-821/60,4-28=-145/1272,5-28=-137/1330, 5-29=-103/1259,29-30=-97/1298,6-30=-91/1360,6-31=0/610,7-31=0/661,7-32=0/661,8-32=0/610, 8-33=-47/1360,33-34=-52/1298,9-34=-59/1259,9-35=-94/1330,10-35=-102/1272,10-11=-821/91, 11-12=-839/83,12-36=-1501/250,13-36=-1569/241 BOT CHORD 1-37=-273/1439,22-37=-262/1457,22-38=-95/282,21-38=-80/295,20-25=0/264,21-25=-1417/271, 5-21=-391/100,16-26=0/354,15-26=-1417/259,9-15=-391/100,15-43=-80/295,14-43=-95/282, 14-44=-196/1457,13-44=-207/1439 WEBS 7-18=-681/0,10-15=-1370/218,10-14=-4/974,12-14=-721/206,4-21=-1370/219,4-22=-7/974, 2-22=-721/208,6-21=-1032/204,8-15=-1032/219,21-23=-600/60,18-23=-643/58,18-24=-643/51, 15-24=-600/52 NOTES- (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 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. 6)Bearing at joint(s)1,13,25,26 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,13 except(jt=1b)25=242,26=228. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.OIb live and 50.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. • 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss.11)All dimensions given in feet-inches-sixteenths(FFIISS)format. {vALOAD CASE(S)Standard ! IIIt'ft t 1�� i .....::, �t [9969 trslG/STE¢ .c ONAL# 4/19115 Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCO.INC. ? Page 19 of 54 Job Truss Trus Qty Ply HICC INT MIXED-,USE/BLDG H/GWB SJA19I56J• D06 GAB 1 1 Job Reference(optional) The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:42:07 2015 Page 1 ID:3MkjmEigVps4?binjDDgoMzhFUC-ZGytppuQuvfZdgtwl mhrZ2HkVJ?aAF2JPI91 OtzPjwk 6-0-13 11-5-7 16-10-0 21-1-12 25-5-8 29-9-4 34-1-0 39-5-9 44-10-3 50-11-0 I 6-0-13 I 5-49 I 5-4-9 I 4-3-12 4-3-12 43-12 I 4-3-12 I 5-4-9 I 5-4-9 I 6-0-13 Scale=1:83.9 5x5= 4.00 12 15 8x14 5 /�. 8x14 1.6 114' 121 .60 ,/�� 4xs� ��, 61171a 10 11 0 �� _ 1s 20 4x6 8 9 5 k W 21 22 4x6 g 7 VJ7 WB 23 24 4 5 ` ST W1 ST9 a., 25 2u1 ST2 SI-03 ST4 ST5 ST6�T7 ST8 Sf8 Slt 26 ST6 ST5 ST4 . 3 ST2 3, 28 29 1, z c e a B1 a 3 3 a o r,, >r ® `�• = e 1t a e-�� a e Ia c o 5x12= 56 55 54 53 52 51 50 49 48 4746 45 44 43 42 41 4039 38 37 36 35 34 33 32 31 30 5x12= 10x10= 4x6= 6x8= 4x6= 10x10= 25-9-8 8-9-2 I 16-10-0 21-1-12 I 35111:182 5-1-8 2$-1.9 29-9-4 I 341-0 I 42-1-14 50-11-0 9-9-2 6-0-14 4312 371-12 0�4�d 3-11-12 43-12 8-0-14 8-9-2 9-40 Plate Offsets(X,Y)--[1:0-1-11,Edge],[14:0-5-4,0-2-12],[16:0-5-4,0-2-12],[29:0-1-11,Edge],[40:0-3-8,0-5-0],[43:0-4-0,0-2-4],[46:0-3-8,0-5-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCL25.0Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.00 42 >999 360 MT20 185/148 (Roof Snow=25.0) � Lumber DOL 1.15 BC 0.40 Vert(TL) -0.01 42 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.02 34 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:360 lb FT=16% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-6-3 oc purlins. T1:2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 3-6-5 oc bracing. BOT CHORD 2x6 DF SS WEBS 1 Row at midpt 15-43,16-43,16-40,14-43,14-46 WEBS 2x6 DF SS*Except* MiTek recommends that Stabilizers and required cross bracing be installed W7:2x4 HF No.2,W5:2x4 DF No.1&Btr,W3:2x4 DF 2400F 2.0E during truss erection,in accordance with Stabilizer Installation guide. W1,W4,W8:2x4 HF Stud OTHERS 2x4 HF Stud REACTIONS. All bearings 16-10-0 except(jt=length)43=0-3-8,43=0-3-8. (Ib)- Max Horz 1=278(LC 38) Max Uplift All uplift 100 lb or less at joint(s)43,30,31,32,33,34,35,36,37,38,56,55,54, 53,52,51,50,49,48 except 1=-2002(LC 39),40=-3904(LC 32),46=-3905(LC 29), 29=-1983(LC 32),39=-107(LC 5),47=-107(LC 5) Max Gray All reactions 250 lb or less at joint(s)31,32,33,34,35,36,37,38,55,54,53,52, 51,50,49,48 except 1=2070(LC 50),43=788(LC 17),43=783(LC 1),40=4149(LC 49),46=4151(LC 50),29=2052(LC 49),30=392(LC 17),56=392(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-6496/6404,2-3=-4783/4737,3-4=-4156/4177,4-5=-3638/3623,5-6=-3066/3068,6-7=-2761/2756, 7-8=-2487/2513,8-9=-1912/1958,9-10=-1348/1403,10-11=-787/849,11-12=-338/404,12-13=-627/712, 13-60=-928/1007,14-60=-2349/2449,14-15=-1964/1975,15-16=-1949/1953,16-61=-2402/2504, 17-61=-981/1063,17-18=-684/763,18-19=-396/471,19-20=-730/779,20-21=-1291/1328, 21-22=-1854/1877,22-23=-2416/2426,23-24=-2671/2674,24-25=-2978/2978,25-26=-3548/3533, 26-27=-4066/4087,27-28=-4693/4655,28-29=-6406/6332 BOT CHORD 1-56=-5892/6008,55-56=-3494/3588,54-55=-2606/2781,53-54=-1880/1975,52-53=-1074/1168, 51-52=-569/663,50-51=-1376/1470,49-50=-2182/2277,48-49=-2989/3083,47-48=-3715/3809, 46-47=-4212/4306,45-46=-1751/1872,44-45=-1751/1872,43-44=-1750/1874,42-43=-1601/1722, 41-42=-1602/1720,40-41=-1602/1720,39-40=-4074/4151,38-39=-3578/3654,37-38=-2852/2928, 36-37=-2045/2121,35-36=-1238/1315,34-35=-432/508,33-34=-1181/1257,32-33=-1988/2064, 31-32=-2718/2871,30-31=-3601/3656,29-30=-5973/6097 WEBS 43-58=-279/20,15-58=-276/42,16-43=-3116/3069,16-40=-4627/4548,40-59=-298/102,17-59=-297/110, 14-43=-3120/3075,14-46=-4637/4555,46-57=-298/101,13-57=-297/108 NOTES- (13) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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=1.1 r 4)Unbalanced snow loads have been considered for this design. 5)All plates are 2x4 MT20 unless otherwise indicated. is �4P, 6)Gable studs spaced at 1-4-0 oc. I�l `�..OF A Si./ ' :.. �► 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ]� w �P 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 , �j ti i( I�1� chord and any other members. 111///'FST Continued on page 2 .� i9 19969 ti" 4,•$.1 . G/STE� ,S` 'ONAL ti 4/19/1; Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be ,A, installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCO. INC. Page 20 of 54 Job Truss T ype Qty Ply 410 POINT MIXED-USE/BLDG H/GWB SJA19156J D06 WE 1 1 Job Reference(optional) - The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:42:07 2015 Page 2 ID:3MkjmEigVps4?bInjDDgoMzhFUC-ZGytppuQuvfZdgtwl mhrZ2HkVJ?aAF2JPl91 OtzPjwk NOTES- (13) 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)43,30,31,32,33,34,35,36,37,38,56,55,54,53,52,51,50,49,48 except(jt=Ib)1=2002, 40=3904,46=3905,29=1983,39=107,47=107. 10)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11)This truss has been designed for a total drag load of 400 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 16-10-0,34-1-0 to 50-11-0 for 605.0 plf. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard A. Olt :WO A iP Ir''.A Sly 0410 tY . .,_ , , ,, ,,, _ ... , , ,. . . ,, ,7„ /J r 199 i !9964 `S,j G/STERV` Syr 4/19/15 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. All Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCO.INC. Page 21 of 54 Job Truss Trus Qty Ply HIG NT MIXED-USE/BLDG H/GWB SJA19156J E01 GAB 2 1 Job Reference(optional) The Truss Co.,Sumner,WA,TSE 7.610 s Mar 272015 MiTek Industries,Inc. Fri Apr 1716:42:092015 Page 1 I D:3MkjmEigVps4?binj DDgoMzhFU C-Ve3d EVwgQ WvGs_1 J9AkJeTM3Q6ZKeJ7ct3e7SmzPjwi 7-2-6 ,8-0-71t 13-7-4 I 20-0-2 27-2-8 7-2-6 10.1 5-6-13 6-4-14 7-2-6 3x4= Scale=1:57.6 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 I I 33 5 6, 347 1.5x4 II 5.00 12 31 3 32 4 35 8 361.5x4 II 1.5x4 II 3x6 30 9 • 2 y 3710 381.5x4 II T1 • 11 1.5x4 II •! 2! ST2 ST3 y • 39 12 1.5x4 II 4:: - 40 13 1.5x4 II 29 I Zr ST4 ST5 ST5 • 4T1� 1 2x4 II i ST7 STS 42 1 2x411 1 ST9 15 LC) v 9 d1 2x411 6 @ 8 e e • 8 I o 6 2x4 I1 Io 43 44 4x4 24 6x6= 1.5x4 II 1.5x4 II 1.5x4 II 3x4 1.5x4 II 234522 21 20 46 19 47 18 48 17 49 16 50 3x4= 1.5x4 II 1.5x4 II 1.5x4 II 7-2-6 X9-0-7I 13-7-4I 20-0-2 27-2-8 7-2-6 10-1 5-6-13 6-4-14 I 7-2-6 Plate Offsets(X,Y)- [2:0-2-0,0-1-8],[6:0-2-0,Edge],[23:0-3-0,0-1-12],[25:0-1-12,0-1-0],[26:0-1-12,0-1-0],[27:0-1-12,0-1-0],[28:0-1-12,0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.25 1-24 >788 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.90 Vert(TL) -0.48 1-24 >406 240 TCDL 10.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.03 15 n/a n/a BCLL 0.0 Code IBC2012/TP12007 BCDL 10.0 (Matrix) Weight:135 lb FT=16% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc purlins. BOT CHORD 2x4 DF No.1&Btr*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: B2:2x4 HF No.2 9-10-2 oc bracing:1-24 WEBS 2x6 DF SS*Except* 10-0-0 oc bracing:23-24. W1:2x4 HF Stud JOINTS 1 Brace at Jt(s):25,27 OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 11-5-8 except(jt=length)1=0-3-8. (Ib)- Max Horz 1=-67(LC 15) Max Uplift All uplift 100 lb or less at joint(s)1,20,19,18,16 except 22=-684(LC 53), 17=-126(LC 60) Max Gray All reactions 250 lb or less at joint(s)22 except 1=777(LC 16),15=348(LC 51),23=1241(LC 53),20=382(LC 64),19=346(LC 65),18=362(LC 66),17=320(LC 67),16=433(LC 60) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-29=-1352/94,2-29=-1242/110,2-30=-317/55,30-31=-311/57,3-31=-300/63,3-32=-284/136, 4-32=-267/146,4-33=-335/105,5-33=-280/114,6-34=-263/114,7-34=-278/110,7-35=-319/100, 8-35=-325/91,9-37=-254/130,10-37=-263/124,10-38=-254/131,11-38=-259/126,12-39=-259/122, 12-40=-253/132,13-40=-257/126,13-41=-259/125,14-41=-264/117,14-42=-252/141,15-42=-262/127 BOT CHORD 1-43=-109/1156,24-43=-109/1156,24-44=-112/1144,23-44=-112/1144 WEBS 2-25=-1093/156,25-26=-1061/144,26-27=-1130/163,27-28=-1144/157,23-28=-1100/154,2-24=0/483, 4-26=-273/49,8-23=-377/31,10-20=-286/29,11-19=-289/30,12-18=-297/33,13-17=-287/93, 14-16=-356/62 NOTES- (12) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;endosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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=1.1 4)Unbalanced snow loads have been considered for this design. 5)Gable studs spaced at 1-4-0 oc. 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,20,19,18,16 except(jt=lb)22=684, 17=126. 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. P� 10)This truss has been designed for a moving concentrated load of 250.0Ib live and 50.OIb dead located at all mid panels and at all panel points along the Top V �� Chord and Bottom Chord,nonconcurrent with any other live loads. SIM f11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. '$ A`Sh4 112)All dimensions given in feel-inches-sixteenths(FFIISS)format. (. fit AP LOAD CASE(S)Standard / 1vy69 U &4,.... ..C) ZONAL ti 4/19/1; Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCO. INC. Page 22 of 54 Job Truss oype Qty Ply 0 POINT MIXED-USE/BLDG H/GWB r SJA19156J E02 on 2 1 Job Reference(optional) - The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Ar 17 16:42:10 2015 Page 1 IID:3MkjmEigVps4?ib6InjDDqoiM:hFUO-zrd0S(xlAq17U8cVjuFYBhvFFi KWwa NZPI5jOh_CzPjwh 1-0-0 7-0-7 13-7-4 20-2-1 27-2-8 28-2-8 1 1-0-0 1 7-0-7 I 6 6 13 I 6-6-13 I 7-0-7 128-2-8i 1-0-0 1 Scale=1:48.7 4x4= 4 5.00 12 15 3x4 14 3x4 3 5 13 18 n 2 6 7 r 19 za 21 :_:s 22 3x5 12 11 10 8 3x5 1.5x4 II 3x8= 4x6= 1.5x4 II 7-0-7 13-7-4 16-2-8 20-2-1 27-2-8 I 7-0-7 6-6-13 2-7-4 I 3-11-9 7-0-7 I Plate Offsets(X,Y)— [2:0-0-10,0-1-8],[4:0-2-0,0-2-4],[6:0-0-10,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.17 2-12 >999 360 MT20 185/148 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.83 Vert(TL) -0.38 11-12 >496 240 TCDL 10.0 Rep Stress lncr YES WB 1.00 Horz(TL) 0.07 6 n/a n/a BCLL 0.0 Code IBC2012/TP12007 (Matrix) Weight:109 lb FT=16% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc pudins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1154/0-3-8 (min.0-1-14),6=1101/0-5-8 (min.0-1-13),10=326/0-5-8 (min.0-1-8) Max Horz2=-73(LC 11) Max Uplift2=-98(LC 10),6=-100(LC 11),10=-3(LC 10) Max Grav2=1154(LC 1),6=1101(LC 1),10=460(LC 40) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=-2122/141,3-13=-2024/155,3-14=-1273/97,14-15=-1184/107,4-15=-1174/119,4-16=-1174/115, 16-17=-1185/103,5-17=-1273/93,5-18=-1806/158,6-18=-1903/143 BOT CHORD 2-19=-155/1862,12-19=-155/1862,12-20=-155/1862,11-20=-155/1862,11-21=-84/1662,10-21=-84/1662, 9-10=-84/1662,8-9=-84/1662,8-22=-84/1662,6-22=-84/1662 WEBS 4-11=-8/562,5-11=-737/145,5-8=0/356,3-11=-937/147,3-12=0/472 NOTES- (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,10 except(jt=lb)6=100. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.0lb live and 50.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard i � r, r_ fr .... g i _./..,.. 4, [ 69 i & 0/STS'it 'ONAL 4/19/15 Digitally signed by Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI I Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCO. INC. Page 23 of 54 Job Truss Trus Qty Ply Hip NT MIXED-USE/BLDG H/GWB SJA19156J E03 GAB 2 1 Job Reference(optional) The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:42:12 2015 Page 1 ID:3MkjmEigVps4?binjDDgoMzhFUC-wDlmsWyZiRHrjRmugJHOG6_eZJfjrUN2Z1 to35zPjwf 5-1-6 9-4-5 13-7-4 16-1-13 19-6-9 22-11-5 27-2-8 I 5-1-6 I 4-2-15 4-2-15 2-6-9 3-4-12 3-4-12 I 4-3-3 I • 5x6= Scale=1:53.4 1.5x4 11 36 10 37 1.5x4 II „ 1.5x4 II 5.00 12 1.5x4 II 35 9 "� 11 1.5x4 II 34 8 38 1.5x4 II 33 7 39 4x6 1.5x4 II 32 6 12 1.5x4 11 31 5 40 4x5 1.5x4 II303 30 4 13 BT? `_ 41 1 28 , W6 14 , .� I { -1[ { 2. I I Iq 0 '�iJ is O ::.+..�. .:.a. i.'..:c:.:•: r...,... :: 52 17 16 53 54 55 15 56 57 58 3x4= 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II _ 3x4= 42 27 43 26 44 25 45 24 46 23 47 22 48 21 49 20 50 19 51 18 5x6= 8x8= 3x8 11 LUS26 3x10= LUS26 LUS26 LUS26 LUS26 LUS26 5-11-9 11-0-11 16-1-13 19-6-9 22-11-5 27-2-8 I 5-11-9 I 5-1-2 I 5-1-2 I 3-4-12 I 3-4-12 I 4-3-3 I Plate Offsets(X,V)- [1:0-6-4,0-2-2],[1:0-0-0,0-1-2],[10:0-2-8,0-2-4],[12:0-1-12,0-1-8],[13:0-1-12,0-1-12],[15:0-4-8,0-1-8],[16:0-3-8,0-4-12],[18:0-2-4,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.07 14-15 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.60 Vert(TL) -0.13 14-15 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.90 Horz(TL) -0.01 18 n/a n/a BCLL 0.0 Code IBC2012/TP12007 (Matrix) Weight:151 lb FT=16% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-0 oc purlins. BOT CHORD 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 HF Stud*Except* 10-0-0 oc bracing:16-18,15-16,14-15. W3:2x4 DF No.1&Btr MiTek recommends that Stabilizers and required cross bracing be installed OTHERS 2x4 HF Stud during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. Al bearings 16-2-8 except(jt=length)14=0-5-8. (Ib)- Max Horz 1=68(LC 83) Max Uplift Al uplift 100 lb or less at joint(s)27,26,25,24,23,22,21,20 except 1=-257(LC 17), 14=-246(LC 11),18=-543(LC 11),19=-574(LC 17) Max Gray All reactions 250 lb or less at joint(s)1,19 except 14=2115(LC 17),18=4468(LC 17), 27=412(LC 63),26=329(LC 64),25=359(LC 65),24=353(LC 66),23=351(LC 67),22=362(LC 68), 21=320(LC 69),20=462(LC 70) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-28=-171/807,2-28=-165/841,2-29=-141/795,3-29=-136/814,3-30=-127/806,430=-124/823, 4-31=-110/798,5-31=-107/821,5-32=-93/806,6-32=-91/821,6-33=-76/806,7-33=-74/821, 7-34=-60/806,8-34=-55/821,8-35=-44/805,9-35=-41/821,9-36=-32/806,10-36=29/824, 10-37=-77/1258,11-37=-83/1187,11-38=-118/1296,38-39=-118/1230,12-39=-125/1214,12-40=-932/127, 13-40=-986/116,13-41=-2936/346,14-41=-2982/338 BOT CHORD 1-42=-744/178,27-42=-744/178,27-43=-744/178,26-43=-744/178,26-44=-744/178,25-44=-744/178, 25-45=-744/178,24-45=-744/178,24-46=-744/178,23-46=-744/178,23-47=-744/178,22-47=-744/178, 22-48=-744/178,21-48=-744/178,21-49=-744/178,20-49=-744/178,20-50=-744/178,19-50=-744/178, 19-51=-744/178,18-51=-744/178,18-52=-65/870,17-52=-65/870,16-17=-65/870,16-53=-284/2687, 53-54=-284/2687,54-55=-284/2687,15-55=-284/2687,15-56=-284/2687,56-57=-284/2687, 57-58=-284/2687,14-58=-284/2687 WEBS 11-18=-369/76,12-18=-2709/352,12-16=-267/2401,13-16=-2062/274,13-15=-151/1531,2-27=-341/51, 3-26=-303/52,4-25=-304/32,5-24=-298/30,6-23=-294/31,7-22=-290/30,8-21=-287/31,9-20=-298/33, 10-18=-1007/104 NOTES- (15) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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=1.1 4)Unbalanced snow loads have been considered for this design. 5)Gable studs spaced at 1-4-0 oc. F,f�' 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. jr A �/f 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)27,26,25,24,23,22,21,20 except(jt=lb) it . ( 1=257,14=246,18=543,19=574. ry J 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. I %Pi10)This truss has been designed for a moving concentrated load of 250.OIb live and 50.0lb dead located at all mid panels and at all panel points along the Top ContBiti deO dt9m Chord,nonconcurrent with any other live loads. *, ': 141 2.0, I99644 & -1STBS ..1 .C.*. Si ONAL 4/19/1; Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCo. INC. Page 24 of 54 Job TrussType Qty Ply POINT MIXED-USE i BLDG H/GWB • SJA19156J E03 WE 2 1 Job Reference(optional) - The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:40:13 2015 Page 2 I D:3MkjmEigVps4?binj D DgoMzh FUC-OQJ84szBTI Pi LbL400oFpJXpJj?yaxdCnhcLbXzPjwe NOTES- (15) 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Use Simpson Strong-Tie LUS26(4-10d Girder,3-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 17-1-0 from the left end to 26-2-4 to connect truss(es)D03(1 ply 2x6 DF)to back face of bottom chord. 13)Fill all nail holes where hanger is in contact with lumber. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 15)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-10=-70,10-14=-70,1-14=-20 Concentrated Loads(Ib) Vert:17=-751(B)52=-751(B)53=-751(B)55=-751(B)56=-751(B)58=-751(B) • 1 ^} 4. I . fit r:; �� 1996944 i.P 4'GISTEit�C IUNAL V' 4/19115 Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ther TR V ssco. INC. Page 25 of 54 Job Truss Tru Qty Ply HI INT MIXED-USE/BLDG H/GWB • SJA19156J F01 GA :2 1 Job Reference(optional) The Truss Co.,SuiMner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:42:14 2015 Page 1 I D:3MkjmEig Vps4?bInjDDgoMzhFU C-sctWH C_pE3XZzIwGykJU LX42N7QrJbiLOLM u7zzPjwd 8-4-8 16-9-0 I 8-4-8 6-4-8 I Scale=1:32.4 4x4= 6 26 1.5x4 11 25 1.5x4 II 14 "202 .0 12 1,5x4 II 24 5 27 1.5x4 II 1.5x4 II 23 4 r 28 1.5x4 II 9 1.5x4 220 3 r riii 29 1.5x4 II is ■ 2 6T4 ST $T4 10 Ir ST3 ST I 21 ST $T2 it 30 ST ST 11 1 o 0 0 0 a B, 0 0 o IM 3x4 31 20 32 19 33 18 34 17 35 16 36 15 37 14 38 13 39 12 40 3x4 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 I I 1.5x4 II 1.5x4 II 16-9-0 I 16-9-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) n/a - n/a 999 MT20 185/148 (Roof Snow=25.0) 1Lumber DOL 1.15 BC 0.30 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 11 n/a n/a BCLL 0.0 * Code 1BC2012/TP12007 (Matrix) Weight:61 lb FT=16% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-9-0. (Ib)- Max Horz 1=41(LC 10) Max Uplift All uplift 100 lb or less at joint(s)1,11,17,18,20,15,14,12 except 19=-113(LC 44),13=113(LC 53) Max Gray All reactions 250 lb or less at joint(s)except 1=348(LC 33),11=348(LC 43),16=350(LC 58),17=353(LC 57),18=360(LC 56), 19=324(LC 55),20=419(LC 54),15=353(LC 59),14=360(LC 60),13=324(LC 61),12=419(LC 62) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 6-16=-283/0,5-17=-301/30,4-18=-305/33,3-19=-296/84,2-20=-352/58,7-15=-301/29,8-14=-305/34, 9-13=-296/84,10-12=-352/58 NOTES- (13) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.11;Exp B;endosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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/I-PI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)•This truss has been designed for a live load of 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,11,17,18,20,15,14,12 except(jt=lb) 19=113,13=113. 10)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11)This truss has been designed for a moving concentrated load of 250.OIb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard .. 1.0rAsH, vil ... A. ilfr1"11'' '"'" - rf. ,..,„ ,t,,,, ,, ,• , . . _ . ...tir ...,' VS t 7.1 O r 19969 4 t�slGIST it ,,.I` ANAL Sy. 4/19/1: Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCo. INC. Page 26 of 54 Job Truss T pe Qty Ply *POINT MIXED-USE/BLDG H/GWB SJA19156J F02 Iron 2 1 Job Reference(optional) The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Pri Apr 17 16:42:15 2015 Page 1 I D:3MkjmEigVps4?bInjDDqoMzhFUC-KoRvVY_R?MfQavVTVRgjukc9BXce2OCVF?5Sg PzPjwc -1-0-0 4-5-1 8-4-8 12-3-15 16-9-0 17-9-0 I 1-0-0 I 4-5-1 I 3-11-7 I 3-11-7 I 4-5-1 I 1-0-0 Scale=1:31.3 4x4= 4 2 5.00 12 11 12 1.5x4 10 13 1.5x4 3 5 464 9 14 Ill n 6 7 c, ca Q _ - Io 15 8 1s 4x5 3x8= 4x5 C 8-4-8 16-9-0 8-4-8 I 8-4-8 Plate Offsets(X,Y)--12:0-1-12,0-2-21,16:0-1-12,0-2-21 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.27 6-8 >731 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.90 Vert(TL) -0.48 6-8 >408 240 TCDL 10.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.03 6 n/a n/a BCLL 0.0 ' Code IBC2012/TP12007 (Matrix) Weight:60 lb FT=16% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-10 oc purlins. BOT CHORD 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=821/0-3-8 (min.0-1-8),6=821/0-3-8 (min.0-1-8) Max Horz2=-47(LC 11) Max Uplift2=-67(LC 10),6=-67(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-9=-1362/97,3-9=-1314/112,3-10=-1022/46,10-11=-966/50,4-11=-961/58,4-12=-961/58, 12-13=-966/50,5-13=-1022/45,5-14=-1314/112,6-14=-1362/98 BOT CHORD 2-15=-107/1204,8-15=-107/1204,8-16=-60/1204,6-16=-60/1204 WEBS 4-8=0/557,5-8=-454/117,3-8=-454/117 NOTES- (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.01b live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard ('r Al i ,illy orA fr �1 : . -„f(rferf . ft ,, ru Oe 19969 '''J, "trts,I G/S7`S0��~ °NAL 4/19/15 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ther��**�+�+ i'R V SSco.INC. f Page 27 of 54 Job Truss Tru Qty Ply HIINT MIXED-USE/BLDG H/GWB SJA19156J GOI Co Girder 4 1 Job Reference(optional) The Truss Co.,SurOner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:42:16 2015 Page 1 I D:3MkjmEigVps4?binjDDgoMzhFUC-o_Hiu?3mgoHC33f39MyRy9D1 x?Gnl heUfr?CszPjwb 4-6-15 8-3-6 11-11-13 18-1-4 23-10-3 29-7-2 36-2-8 1 4-6-15 1 3-8-7 1 3-8-7 1 6-1-7 I 5-8-15 1 5-8-15 I 6-7-6 1 Verify this truss has been 5x6= Scale=1:75.7 designed for shear transfer to shear wall be.ow based on the 5 shear wall capacity per 5.00 Ili 5x9 19 ti 20 3x4 20/S6.06.,TYP.-CPL 418 6 4 11 17 - 21 1.5x4 i r 4x6.-% 16 f 2 LUS26 15 r4 7 w� 22 1 VVI 10 8 m in vi -'LI Il L It BI tt e iiiiiiiiiiiiiiiiiminimmini v B2I.. '23 24 2526 2713 28 29 32 9 33 4x5= , 14 12 11 4x6= LUS26 3x8 II 10x10= 30 31 4x8= 10 4x4= LUS26 LUS26 LUS26 3x4 II 4x8= LUS26 4-6-15 8-3-6 11-11-13 16-8-8 18-1-4� 26-8-10 36-2-8 I 4-6-15 3-8-7 I 3-8-7 4-8-11 11-41 8-7-6 1 9-5-14 I Plate Offsets(X,Y)-[2:0-2-4,0-1-12[,[4:0-4-6,0-1-8],[6:0-1-12,0-1-8],[8:0-2-0,0-2-0],[14:0-4-12,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.12 8-9 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.75 Vert(TL) -0.24 8-9 >897 240 TCDL 10.0 Rep Stress!nor NO WB 0.95 Horz(TL) 0.02 12 n/a n/a BCLL 0.0 ' Code IBC2012/TP12007 (Matrix) Weight:183 lb FT=16% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins. BOT CHORD 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud`Except` WEBS 1 Row at midpt 5-11,6-11 W4,W6,W7,W8:2x4 HF No.2,W5:2x4 DF 2400F 2.0E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 9-9-0 except(jt=length)1=0-5-8,8=0-3-8. (Ib)- Max Horz 1=90(LC 53) Max Uplift All uplift 100 lb or less at joint(s)except 1=-273(LC 10),8=-122(LC 54),12=-526(LC 10),11=-247(LC 54) Max Gray All reactions 250 lb or less at joint(s)except 1=2353(LC 16),8=478(LC 21),12=4156(LC 16),11=1419(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-15=-3083/340,2-15=-3034/349,2-16=-654/99,3-16=-591/129,3-17=-595/116,4-17=-516/157, 4-18=-64/1008,18-19=-62/1057,5-19=-53/1140,5-20=-62/1150,6-20=-74/1059,6-21=-332/263, 7-21=-449/218,7-22=-653/273,8-22=-725/261 BOT CHORD 1-23=-376/2784,23-24=-376/2784,24-25=-376/2784,14-25=-376/2784,14-26=-376/2784, 26-27=-376/2784,13-27=-376/2784,13-28=-1588/273,28-29=-1588/273,29-30=-1588/273, 12-30=-1588/273,12-31=-1588/273,11-31=-1588/273,10-11=-427/145,10-32=-427/145,9-32=-427/145, 9-33=-201/611,8-33=-201/611 WEBS 2-14=-187/1832,2-13=-2524/339,3-13=-342/70,4-13=-445/3466,4-12=-3302/469,4-11=-168/880, 5-11=-1196/108,6-11=-973/162,6-9=-24/685,7-9=-443/140 . NOTES- (13) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 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. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 273 lb uplift at joint 1,122 lb uplift at joint 8,526 lb uplift at joint 12 and 247 lb uplift at joint 11. 7)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8)This truss has been designed for a moving concentrated load of 250.01b live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)Use Simpson Strong-Tie LUS26(4-10d Girder,4-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 0-9-4 from the left end to 10-9-4 to connect truss(es)B03(1 ply 2x6 DF),B04(1 ply 2x6 DF)to back face of bottom chord. 11)Fill all nail holes where hanger is in contact with lumber. Aii*, 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). PO jt 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. �+�LOAD CASE(S)Standard • ;`i ". A I i Continued on page 2 T a+ pjail i 996 tS�j GIST'Ggv1y& 0NAL 4/19/1; Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCO. INC. Page 28 of 54 Job Truss Qty Ply *POINT MIXED-USE/BLDG H/GWB • SJA19156J G01 n Girder 4 1 Job Reference(optional) The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Rri Apr 17 16:42:16 2015 Page 2 I D:3M kjmEigVps4?bInj D DgoMzh FUC-o_H iu?3mgoH C33f39MyRy9D 1 x?G nl heUfr?CszPjwb LOAD CASE(S)Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-70,5-8=-70,1-8=-20 Concentrated Loads(Ib) Vert:14=-792(B)23=-792(B)25=-792(B)27=-792(B)28=-792(B)30=-792(B) Api :,„„_ „to r) ty19 969 <kn.GISTES. kYIONAL ti 4/19/15 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 therrR V S*T�+ i SC0. INC. Page 29 of 54 Job Truss Tru Ory Ply HIlly INT MIXED-USE/BLDG H/GWB e SJA19156J H01 GA 4 1 Job Reference(optional) The Truss Co.,SuAMer,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:42:18 2015 Page 1 ID:3MkjmEigVps4?bInjDDgoMzhFUC-kN617a1 KIH2?RND1 BZOQWNEkMkogFPoxxyK6GkzPjwZ 7-9-12 15-7-8 7-9-12 I 7-9-12 Scale=1:28.4 Verify truss has been designed 4x4= for 20 psf wind pressure per 10/S6.05.-CPL 6 26 1.5x4 II 25 1.5x4 II 5.00 12 5 7 1.5x4 II 24 27 1.5x4 I I 4 Yui 8 1.5x4 II 23 28 1.5x4 II as 3 ii 9 1.5x4 II 22 T` 29 1.5x4 II 2 II ST4 ST4 I 10 STS ST2 21 ST2 ST. 30 ST' ST' 11 1 .7.- 0 ,, II H 11 H DB, 0 O IM 3x4 31 20 32 19 33 18 34 17 35 16 36 15 37 14 38 13 39 12 40 3x4 1.5x4 II 1.5x4 I I 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 I I 1.5x4 II 15-7-8 15-7-8 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1. 5 TC 0.24 Vert(LL) n/a - n/a 999 MT20 185/148 TCDL 10.0 Lumber DOL .1 BC 0.23 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress In. YES WB 0.08 Horz(TL) 0.00 11 n/a n/a BCDL 10.0 Code IBC2012 '20, (Matrix) Weight:56 lb FT=16% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 z• ,-•-D Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed Verify repetitive stress increase during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 15-7-8. applicable.-CPL (Ib)- Max Horz 1=39(LC 10) Max Uplift All uplift 100 lb or less at joint(s)1,17, :, -r, Max Gray All reactions 250 lb or less at joint(s)except 1=339(LC 33),11=339(LC 43),16=350(LC 58),17=354(LC 57),18=357(LC 56), 19=337(LC 55),20=395(LC 54),15=354(LC 59),14=357(LC 60),13=337(LC 61),12=395(LC 62) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 6-16=-284/0,5-17=-303/30,4-18=-306/32,3-19=-303/54,2-20=-341/47,7-15=-303/29,8-14=-306/33, 9-13=-303/54,10-12=-341/47 NOTES- (13) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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=1.1 4)Unbalanced snow loads have been considered for this design. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,17,18,19,20,15,14,13,12. 10)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11)This truss has been designed for a moving concentrated load of 250.OIb live and 50.OIb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard A . _ ,op.'.A S il 4 to •,, , it( ..i,,t.. i, 9969. i. `c) cf'd, rsTe� �y& 'ONAL 4/1 9/1: Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be zill installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSco. INC. Page 30 of 54 Job Truss Tr pe Qty Ply I1pOINT MIXED-USE/BLDG H/GWB e SJA19156J K01 GM, 4 1 Job Reference(optional) • The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. FM Apr 17 16:40:21 2015 Page 1 I D:3MkjmEigVps4?bInjD DgoMzhFU C-9yoAIb3CbCQZlgycsix78?s6zygMSh BNdwZmt3zPjwW 1 6-8-3 1 12-4-11 I 18-1-4 23-9-13 23-111-0 28-2-13 129-6-51 36-2-8 6-8-3 5-8-9 5-5-9 5-8-9 0--3 4-3-13 1-3-8 6-8-3 Scale=1:67.4 3x6= 65 13 Ug4 15 6867 12 Al 5.00 12 3x9 6210 63 11 64 16 69:,17 70 3x4 61 so s 8 _ : ,-.;.19 72 205,-Etz1 4X6 59 7 `. S O S �1 5T 2•S 7422 58 6 - 49 ST 14 ST 4 45 ST : 4 i•� ' 3 56 4 5 •7 5 ST7 3 8 II�°:: 46 ;.2 S- w•41 75 55 - S75 • W ST9 S �\W:0 'V ST 142 , 2x4 II 3 :x8 14. 44 :' 2x4 I 1 22x4 23 54 S ' 8 I • n � € € 8 � 9IlliES 2x4 � IA ..•......•...•.•.. E. r °£w$d...:....................................... 2x4 II 3x5 ::....:.. , 84 29 85 28 86 27 87 26 88 25 89 24 90 3x6 76 37 77 36 78 35 79 34 80 33 81 32 82 31 83 30 3x8= 8x12= 6-8-3I 12-4-11 I 18-1-4 I 20-10-8 I 23-9-13 28-2-13 129-6-51 38- 2-8 6-8-3 5-8-9 5-8-9 2-9-4 2-11-5 4-5-0 1-3-8 6.8.3 Plate Offsets(X,Y)--[14:0-3-0,Edge],[22:0-2-0,0-2-0],123:0-2-3,Edgel,[39:0-1-12,0-1-0],[40:0-1-12,0-1-0],[41:0-1-12,0-1-01,[42:0-1-12,0-1-0],[44:0-1-12,0-1-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.24 23-24 >796 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.88 Vert(TL) -0.47 23-24 >414 240 TCDL 10.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.02 23 n/a n/a BCLL 0.0 * Code IBC2012TtP12007 (Matrix) Weight:229 lb FT=16% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins. BOT CHORD 2x4 DF No.1&Btr*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: B1:2x4 HF No.2 10-0-0 oc bracing:24-25,23-24. WEBS 2x4 HF Stud*Except* JOINTS 1 Brace at Jt(s):38,39,45,49 W5:2x6 DF SS,W2:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed OTHERS 2x4 HF Stud during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-3-8 except(jt=length)23=0-3-8,25=0-3-8. (Ib)- Max Horz1=-90(LC 11) Max Uplift All uplift 100 lb or less at joint(s)1,23,30,37,36,35,34,33,32,25 except 31=-263(LC 55) Max Gray All reactions 250 lb or less at joint(s)31 except 1=307(LC 45),23=713(LC 1), 30=1031(LC 16),37=403(LC 83),36=334(LC 84),35=357(LC 85),34=354(LC 86),33=349(LC 87), 32=376(LC 88),25=1092(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 9-61=0/258,21-74=-259/72,22-74=-263/69,22-75=-1087/113,23-75=-1196/97 BOT CHORD 25-89=-48/1002,24-89=-48/1002,24-90=-45/1014,23-90=-45/1014 WEBS 25-44=-1025/151,42-44=-1064/150,39-42=-1032/142,39-41=-1015/147,40-41=-956/129, 22-40=-1083/165,9-30=-656/58,22-24=0/482,9-48=-24/306,48-49=-6/354,49-50=-18/336, 50-51=-27/311,26-51=-38/318,45-46=-276/103,21-40=-110/412,20-41=-261/45,16-46=-330/64, 25-46=-546/88,2-37=-345/52,3-36=-295/63,4-35=-298/32,5-34=-290/30,6-33=-286/31,7-32=-283/32 NOTES- (13) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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=1.1 4)Unbalanced snow loads have been considered for this design. 5)All plates are 1.5x4 MT20 unless otherwise indicated. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,23,30,37,36,35,34,33,32,25 except (jt=lb)31=263. 10)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 11)This truss has been designed for a moving concentrated load of 250.0lb live and 50.0Ib dead located at all mid panels and at all panel points along the Top 0 it e 710;a t I Chord and Bottom Chord,nonconcurrent with any other live loads. 4,0: ,►. re r. ASH 1 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �4, 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. ��I I` LOAD CASE(S)Standard =0 I 1! � �.' fit iJ 19969 <Ps.'/STE 67 oN ONAL# 4/19/15 Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the _A responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCO. INC. Page 31 of 54 Job Truss Tru Qty Ply HI INT MIXED-USE/BLDG H/GWB + SJA19156J L01 GA 4 1 Job Reference(optional) The Truss Co.,Sumner,WA,T9E 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:42:23 2015 Page 1 I D:3M kjmEigVps4?binj D DgoMzhFUC-5LwwAH 5S7ggHY86?z7_bDQyYIIVrwd3g5E2tyyzPjwU 14-11-8 14-11-8 31 1 Scale=1:39.2 • 10 w • i3 .: ,: :4S:1I1i. u' J Y 11 11 Y B1 11 Y Y Y Y Y C •......................+..+...:..:::.............................:ti±J.i.•:::.t4-.. :+:44+............+:•:...u: .��`h:50:L.\:•:::*\: Page 32 of 54 Job Truss T pe Qty Ply *POINT MIXED-USE/BLDG H/GWB • SJA19156J ST01 C ON 2 1 Job Reference(optional) - The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Hti Apr 17 16:42:27 2015 Page 1 I D:3M kjmEigVps4?bl nj D DgoMzh FUC-z69R0f8zA2AjOIPmCy2XNG65ZMj U sl4G?s045jzPjwQ 2-6-0l 7-4-1 -7-14 13-10-7 15-0-9 20-4-12 l 24-3-12 26-11-1 l 32-1-12 73-5-71 38-3-8 I 40-9-8 2-6-0 4-10-1 4-3-11 5-2-11 1-9 5-4-12 3-11-0 2-7-5 5-2-11 -3-10 4-10-2 2-6-0 e 4.00 I12 6x6= Scale=1:79.4 6 3x10 MT18H 4x4 4x4 3x10 MT18Hz- 31 5 7 32 4x4 '�. :�fa !4x4` 3 W6 4x10� issist 4x10 2 4 ' 30 t 10 2 27 26 25 24 2318 17 16 15 14 13 7x10 4x8= 4x4= 5x8= 4x4= 4x8= 6x8= 12x12= 4x8= 4x8= 7x10 6x8= 5x6= 5x6= 4x8 II 12x12= 2-2-82 0 8-7-12 13-10-7 15-0-920-4-12 24-3-12 26-11-1 32-1-12 38-3-8 40-9-8 1 2-2-80.8 6-1-12 I 5-2-11 i-1-d 5-4-12 I 3-11-0 I 2-7-5 I 5-2-11 I 8-1-12 I 2-6-0 I Plate Offsets(X,Y)--[1:0-3-4,0-3-4],[1:0-0-4,1-2-12],[2:0-4-12,0-1-8],[3:0-1-12,0-1-12],[5:0-1-12,0-2-0],[7:0-1-12,0-2-0],[9:0-1-12,0-1-12],[10:0-4-12,0-1-8],[11:0-0-4,1-2-12],[11:0-3-4,0-3-4],[12:0-6-0,0-3-4] ,[13:0-3-12,0-3-0],[15:0-2-8,0-2-0],[17:0-0-0,0-2-8],[19:0-3-8,0-0-0],[20:0-4-0,0-3-0],[21:0-3-8,0-0-0],[23:0-0-8,0-2-8],[25:0-2-8,0-2-0],[27:0-3-12,0-3-0],[28:0-6-0,0-3-4],[30:0-0-0,0-0-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft IA PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.97 Vert(LL) 0.24 24-25 >997 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.84 Vert(TL) -0.26 24-25 >918 240 MT18H 185/148 TCDL 10.0 Rep Stress lncr YES WB 0.78 Horz(TL) 0.13 20 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:211 lb FT=16% BCDL 10.0 j LUMBER- BRACING- TOP CHORD 2x4 HF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. T1:2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 2-7-14 oc bracing. Except: BOT CHORD 2x4 DF 2400F 2.0E`Except* 6-0-0 oc bracing:21-23,17-19 B2,B5:2x6 DF SS,B4,B6:2x4 HF No.2 WEBS 1 Row at midpt 3-24,5-20,7-20,9-16,10-15,2-25,6-20 WEBS 2x4 HF Stud*Except* MiTek recommends that Stabilizers and required cross bracing be installed W6,W2,W1:2x4 HF No.2 during truss erection,in accordance with Stabilizer Installation guide. WEDGE Left:2x4 HF Stud,Right:2x4 HF Stud REACTIONS. (lb/size) 1=673/(0-3-8+bearing block) (req.0-5-2),11=673/0-3-8 (req.0-6-0),20=2374/0-3-8 (req.0-4-4) Max Horz1=2250(LC 37) Max Upliftl=-2855(LC 37),11=-3371(LC 40),20=-728(LC 30) Max Grav1=3131(LC 50),11=3635(LC 49),20=2594(LC 23) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2685/2305,2-3=-5555/5251,3-4=-3618/3560,4-31=-2548/2513,5-31=-1259/1388,5-6=-1945/2201, 6-7=-3497/3761,7-32=-3112/3041,8-32=-4317/4303,8-9=-5363/5351,9-10=-7312/7056, 10-11=-4565/4236 BOT CHORD 26-27=-4046/4273,25-26=-4537/4827,25-33=-7987/8242,24-33=6047/7015,24-34=-6355/6494, 23-34=-2170/2310,22-23=-902/902,11-13=-1684/1789,17-18=-902/902,17-35=-2906/3234, 16-35=-5802/5941,16-36=-7449/7712,15-36=-7449/7712,14-15=-4250/4559,13-14=-3856/4096, 1-28=-4015/4286,26-28=-177/307,2-28=-2089/2134,12-14=-148/277,10-12=-1979/2015, 11-12=-3631/3923,1-27=-1774/1873,20-21=-1022/1188,19-20=-724/889,21-23=-422/519, 17-19=-511/608 WEBS 3-24=-1374/1151,5-29=-1666/981,20-29=-1544/786,20-30=-1449/645,7-30=-1515/784,5-24=-708/1007, 3-25=-827/1007,7-16=-555/889,9-15=-812/991,9-16=-1365/1141,10-15=-3413/3370,2-25=-3657/3625, 6-20=-1138/589,27-28=4069/3848,12-13=-3909/3675 NOTES- (13) 1)2x4 DF 2400F 2.0E bearing block 12"long at jt.1 attached to front face with 2 rows of 10d(0.131"x3")nails spaced 3"o.c.8 Total fasteners.Bearing is assumed to be HF No.2. 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.Bpsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1111 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,with BCDL=10.0psf. 8)WARNING:Required bearing size at joint(s)11,20 greater than input bearing size. Aloror ASy/ if9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=2855,11=3371,20=728. 1 A P 10)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. A. 11)This truss has been designed for a total drag load of 400 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord (iiff:i'..' from 11-3-12 to 20-4-4,20-5-4 to 29-5-12 for 902.4 plf. � f t da?d f!Graed-0404tcllbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. i, � :' LW T 199119 ") �J- GIST 4``SId 'ONAL 4/19/15 Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCo. INC. • Page 33 of 54 Job Truss Tru Qty Ply .HI INT MIXED-USE/BLDG H/GWB SJA19156J STO1 CO N 2 1 Job Reference(optional) The Truss Co.,Surer,WA,T9E 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:42:27 2015 Page 2 I D:3M kjmEigVps4?bl njDDgoMzh F UC-z69R0f8zA2AjOI PmCy2XNG65ZMj UsI4G?s045jzPjwQ 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard Ao: OA S 4, it/ I' 0, A iil I ffiefl $t J (9 % 1996941 0IST4 C.>` 10NAL S 4/19/1; Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCo. INC. Page 34 of 54 Job Truss Tpe Qty Ply *POINT MIXED-USE/BLDG H/GWB SJA19156J ST02 COON 4 1 Job Reference(optional) - The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Pri Apr 17 16:42:28 2015 Page 1 I D:3MkjmEigVps4?bInjDDgoMzhFU C-SIjpD?9bxM laev_ymgZmwUfJ mm9BbnH P EWIed9zPjwP I z-6-o P1:74 3-e 1g4 1`-3-11 13-10-7 s z o-� s°aii ! 24-3-121 - 26-11-1--s32-1-12 -v ;d 4-o-z I 2°ao 4.0150-0; 6x6= Scale=1:80.5 6 3x4 3x4 3x6 33 5 7 34 3x6 3x4 48 3x4 3 e' 9 4x5% w4 Wq 4x5 6x8�2 , 09o/w2 10 o x8 700., / o c .f1="'" �,.�b...-c R3 012 ifo 1 3 - 11 29 28 27 26 2420 17 16 15 14 13 3x6 II 3x4= 3x4= 3x8= 3x4= 3x4= 3x6 II 3x5= 2x4= 2x4= 6x8 4x8 MT18H I I4x8 MT18H II 3x4 II 3x4 II 3x5= 3-7-3 z-z-8 z s,o l 8.7-12 I 13-10-7 li-10- o 20-4-12 I 24x12 I 28-11-1 32-1-12 I 38-3-8 I 40-9-8 2-2-8 8 5-0-9 5-2-11 1 1 9 5-4-12 3-11-0 2-7-8 5-2-11 8-1-12 2-9-0 1-1-3 Plate Offsets(X,Y)— [1:0-3-4,0-2-81[7:0-0-0,0-0-0],[9:0-0-0,0-0-0],[10:0-0-0,0-0-0],[11:0-3-4,0-2-8],[12:0-2-0,0-1-8],[13:0-3-0,0-1-0],[29:0-3-0,0-1-8],[30:0-2-0,0-1-8],[32:0-0-0,0-0-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.06 26-27 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.49 Vert(TL) -0.14 27-28 >999 240 MT18H 185/148 TCDL 10.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.03 21 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:189 lb FT=16% BCDL 10.0 J LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-9 oc purlins. BOT CHORD 2x4 HF No.2*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: B2:2x6 DF SS,B1:2x4 DF 2400F 2.0E,B4:2x4 DF No.1&Btr 6-0-0 oc bracing:24-26,16-17. WEBS 2x4 HF Stud*Except* 10-0-0 oc bracing:24-25,17-18 W5:2x4 HF No.2 WEBS 1 Row at midpt 5-21,7-21,6-21 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=621/0-3-8 (min.0-1-8),11=621/0-3-8 (min.0-1-8),21=2548/(0-3-8+bearing block) (req.0-4-3) Max Harz 1=-81(LC 11) Max Uplift1=-53(LC 10),11=-69(LC 11),21=-147(LC 6) Max Grav1=710(LC 16),11=710(LC 17),21=2548(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1174/54,2-3=-868/83,4-33=-129/272,5-33=-129/278,5-6=-38/1058,6-7=-30/1058, 7-34=-129/279,8-34=-129/272,9-10=-868/139,10-11=-1174/108 BOT CHORD 28-29=-56/389,27-28=-128/1031,26-27=-100/758,11-13=-53/413,15-16=-73(758,14-15=-111/1031, 13-14=-51/389,1-30=-63/717,11-12=-40/717,1-29=58/413,22-25=-328/154,21-22=-328/154, 19-21=-329/154,18-19=-329/154 WEBS 3-26=-736/98,5-31=-1217/158,21-31=-1188/153,21-32=-1187/145,7-32=-1217/161,5-26=-3/518, 3-27=0/297,7-16=-6/518,9-15=0/297,9-16=-737/100,10-15=-353/45,2-27=-353/42,6-21=-1044/97 NOTES- (11) 1)2x4 HF No.2 bearing block 12"long at jt.21 attached to front face with 2 rows of 10d(0.131"x3")nails spaced 3"o.c.8 Total fasteners.Bearing is assumed to be HF No.2. 2)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 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,with BCDL=10.Opsf. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,11 except(jt=lb)21=147. 9)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)StandardAt Illoa PO pp (-it' " ikk .0 i Vir15::. *ti , 14 19969 -v tP G/sTSVt. ti.AG� ANAL# 4/19/15 Digitally signed by:Terry L.Powell,P E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSco.INC. • Page 35 of 54 Job Truss Tru Qty Ply HI INT MIXED-USE/BLDG H/GWB SJA19156J STO3 CO N 2 1 Job Reference(optional) The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:42:31 2015 Page 1 I D:3M kjmEigVps4?bInjDDg0MzhFU C-stOysOBU E Hg9VMjXRo7TX6H nO_3Eo6LrwU_I E UzPjwM 2-6-0I 7-4-1 7-12 13-10-7 15-0.9 20-4-12 I 24-3-12 26-11-1 I 32-1-12 p3-5-71 38- 3-8 40-9-8 2-6-0 4-10-1 3-11 5-2-11 1- 5-4-12 3-11-0 2-7-5 5-2-11 -3-10 4-10-2 2-6-0 • 4.00 12 6x6= Scale=1:79.4 6 3x10 MT18H 4x4% 4x4 3x10 MT18H� 31 5 73322 '44.41.44x4 `000000.61': `�.8 4x4 3 I2' k, Nssss.: 30« �.� � o 2 27 26 25 24 2318 17 16 15 14 13 7x10 4x8= 4x4= 5x8= 4x4= 4x8= 6x8= 12x12= 4x8= 4x8= 7x10 6x8= 5x6= 5x6= 4x8 II 12x12= 2-2-82161-0 8-7-12 13-10-7 15-0. 20-4-12 24-3-12 28-11-1 32-1-12 38-3-8 40-9-8 1 2-2-80-1-8 6-1-12 I 5-2-11 1- 5-4-12 I 3-11-0 12-7-5 I 5-2-11 I 6-1-12 12-6-0 Plate Offsets(X,Y)- [1:0-3-4,0-3-4],[1:0-0-4,Edge],[2:0-3-12,0-2-4],[3:0-1-12,0-1-12],[5:0-1-12,0-2-0],[7:0-1-12,0-2-0],[9:0-1-12,0-1-12],[10:0-3-12,0-2-4],[11:0-0-4,Edge],[11:0-3-4,0-3-4],[12:0-6-0,0-3-4], [13:0-3-8,0-3-0],[15:0-2-4,0-2-0],[16:0-2-0,0-1-12],[17:0-0-0,0-2-8],[19:0-3-4,0-0-0],[20:0-4-0,0-3-0],[21:0-3-4,0-0-0],[23:0-0-8,0-2-8],[24:0-2-0,0-1-12],[25:0-2-4,0-2-0],[27:0-3-8,0-3-0], [28:0-6-0,0-3-4],[30:0-0-0,0-0-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) 0.24 24-25 >986 360 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.91 Vert(TL) -0.26 24-25 >908 240 MT18H 185/148 TCDL 10.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.14 20 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:209 lb FT=16% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc purlins. T1:2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 2-7-3 oc bracing. Except: BOT CHORD 2x4 DF 2400F 2.0E*Except* 6-0-0 oc bracing:21-23,17-19 B3,B6:2x6 DF SS,B5,B7:2x4 HF No.2 WEBS 1 Row at midpt 3-24,5-20,7-20,9-16,10-15,2-25,6-20 WEBS 2x4 HF Stud*Except* MiTek recommends that Stabilizers and required cross bracing be installed W6,W2,W1:2x4 HF No.2 during truss erection,in accordance with Stabilizer Installation guide. WEDGE Left:2x4 HF Stud,Right:2x4 HF Stud REACTIONS. (lb/size) 1=670/(0-3-8+bearing block) (req.0-5-2),11=674/0-3-8 (req.0-6-1),20=2367/0-3-8 (req.0-4-4) Max Horz 1=-2669(LC 40) Max Uplift1=2843(LC 37),11=-3403(LC 40),20=-718(LC 30) Max Grav1=3118(LC 50),11=3668(LC 49),20=2581(LC 23) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2248/1878,2-3=-5359/5057,3-4=-3489/3431,4-31=-2419/2384,5-31=-1130/1258,5-6=-1861/2115, 6-7=-3580/3842,7-32=-3199/3126,8-32=-4403/4388,8-9=-5450/5435,9-10=-7389/7129, 10-11=-4608/4277 BOT CHORD 26-27=-3966/4179,25-26=-4507/4787,25-33=-8188/8441,24-33=-6207/7143,24-34=-6565/6705, 23-34=-2292/2432,22-23=-921/921,11-13=-1699/1805,17-18=-921/921,17-35=-2892/3055, 16-35=-5831/5971,16-36=-7520/7785,15-36=-7520/7785,14-15=-4290/4600,13-14=-3892/4133, 1-28=-4202/4475,26-28=-174/304,2-28=-2221/2261,12-14=-149/278,10-12=-1997/2033, 11-12=-3666/3959,1-27=-1769/1864,20-21=-1156/1322,19-20=-871/1039,21-23=-428/525, 17-19=-517/614 WEBS 3-24=-1431/1223,5-29=-1702/1035,20-29=-1547/792,20-30=-1480/687,7-30=-1513/782, 5-24=-754/1038,3-25=-887/1063,7-16=-554/888,9-15=-822/1001,9-16=-1374/1153,10-15=-3443/3401, 2-25=-3880/3862,6-20=-1175/642,27-28=-4160/3942,12-13=-3945/3710 NOTES- (13) 1)2x4 DF 2400F 2.0E bearing block 12"long at jt.1 attached to front face with 2 rows of 10d(0.131"x3")nails spaced 3"o.c.8 Total fasteners.Bearing is assumed to be HF No.2. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)All plates are MT20 plates unless otherwise indicated. tt 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. jim O /pb 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 IS A �� A r b chord and any other members,with BCDL=10.0psf. ' iz r.e� 8)WARNING:Required bearing size at joint(s)11,20 greater than input bearing size. 1 ,AT i 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)1=2843,11=3403,20=718. -. r , II 10)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. F/ 11)This truss has been designed for a total drag load of 400 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord .O I r C4 Confirmed'8n3p'62jr 0-2-0,20-7-8 to 29-5-12 for 921.4 plf. (9 i yobs Jsj0ISTEAQ.kyC�\ 1NAL� 4/19/1 Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSco. INC. Page 36 of 54 Job Truss TiMpe Qty Ply OINT MIXED-USE/BLDG H/GWB • SJA19156J STO3 C ON 2 1 Job Reference(optional) The Truss Co.,Sumner,WA,TSE 7.610$Mar 27 2015 MiTek Industries,Inc. Ph Apr 17 16:4Q:32 2015 Page 2 I D:3MkjmEigVps4?bInjDDgoMzhFUC-K3yK3MC6?ap?7Wlk?Wei4Kpy8NPSXZb?98jrmwzPjwL NOTES- (13) 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. - LOAD CASE(S)Standard A0isreA S/ti 1r..�i, 19969 4'4.sv4sGIST 2 'ONAL# 4/19/15 Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCO. INC. Page 37 of 54 Job Truss Tru Qty Ply HIIDDINT MIXED-USE/BLDG H/GWB SJA19156J V01 GA 4 1 Job Reference(optional) .The Truss Co.,&ether,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:42:32 2015 Page 1 I D:G52ZN uYC WEziVg8 BetHduFzcPO n-K3yK3MC6?ap?7 WI k?Wei4Kp4vN WdXgJ?98jrmwzPjwL 16-7-5 19-7-9 I 16-7-5 I 3-0-4 4x4= Scale=1:51.6 5 16 _ 264 II 1.5x4 II 15 6 5.00 12 4 1.5x4 II 14 3 ST' 1.5x4 I I 13 ST3 W I n 2 ST2 12 • ST1 1 0 a El 1U * -13 131 O 3x4% 17 11 18 10 19 20 9 21 8 22 7 1.5x4 II 1.5x4 I I 1.5x4 II 1.5x4 II 1.5x4 I I 19-7-9 I 19-7-9 I Plate Offsets(X,Y)--[1:0-0-14,Edge],[5:0-2-0,0-2-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) n/a - n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.46 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.33 Horz(TL) -0.00 7 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:71 lb FT=16% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed OTHERS 2x4 HF Stud during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 19-7-9. (Ib)- Max Horz 1=159(LC 7) Max Uplift All uplift 100 lb or less at joint(s)7,8,9,10,11 Max Gray All reactions 250 lb or less at joint(s)except 1=361(LC 29),7=348(LC 43),8=441(LC 42),9=468(LC 41),10=454(LC 40), 11=478(LC 39) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 6-7=-325/38 WEBS 5-8=-363/54,4-9=-384/100,3-10=-375/89,2-11=-388/94 NOTES- (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 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,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,8,9,10,11. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.0lb live and 50.OIb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard Aiif , 4111,0p, , 4 11 OAl rr, [ ot , -/, , 19969 •-•4. G/STSS 9,1CS;' °NAL S 4/19/1: Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCO.INC. Page 38 of 54 Job Truss TrMpe Qty Ply Illir OINT MIXED-USE/BLDG H/GWB • SJA19156J V02 VW, 4 1 Job Reference(optional) - The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. RI Apr 17 16:42:33 2015 Page 1 I D:G52ZNuYC WEziVg8BetHduFzcPOn-oG Wi H iCkmuxskgtwZD9xdXMGO nt0G9z80oTPl NzPjwK 15-0-2 30-0-5 1 15-0-2 1 15-0-2 I Scale=1:51.7 4x4= 5 1.5x4 II 21 22 1.5x4 II 5.00 12 4 6 23 1.5x4 11 • 3 20 1.5x4 11 • 7 Ei T4 24 1.5x4 II 19 • c ET3 1.5x4 II 2 8 8 ST2 R7 M 18 25 1 ET1 ET g st 0 0 3x4% 26 17 27 16 28 15 29 14 30 13 12 11 31 10 32 3x4 1.5x4 II 1.5x4 II 1.5x4 I I 1.5x4 I I 1.5x4 H 3x8= 1.5x4 I I 1.5x4 II 0.1410 30-0-5 { 0.110 29.11-11 LOADING(psf) —I TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow 25.0) Plate Grip DOL 1.15 TC 0.44 Vert(LL) n/a - n/a 999 MT20 185/148 TCDL 10.0 I Lumber DOL 1.15 BC 0.45 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.24 HOrz(TL) 0.00 9 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight:97 lb FT=16% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 29-11-1. (Ib)- Max Horz 1=71(LC 10) Max Uplift All uplift 100 lb or less atjoint(s)1,10,11,13,17,16,15 Max Gray All reactions 250 lb or less at joint(s)except 1=350(LC 31),9=350(LC 39),14=399(LC 51),10=460(LC 54),11=463(LC 53), 13=447(LC 52),17=460(LC 48),16=463(LC 49),15=447(LC 50) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 5-14=-323/0,8-10=-379/86,7-11=-380/94,6-13=-372/85,2-17=-379/86,3-16=-380/94,4-15=-372/85 NOTES- (11) 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 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,with BCDL=10.0psf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,10,11,13,17,16,15. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 9)This truss has been designed for a moving concentrated load of 250.01b live and 50.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard Abi PO ph A , ifAs�f .... r ., c4 _ . . r ., w 19969 S�►4.01S TERt.�C ' ONAL 4/19/15 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI I Building y, Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCO. INC. ` Page 39 of 54 Job Truss Tru Qty Ply HI INT MIXED-USE/BLDG H/GWB . SJA19156J V03 Vall 4 1 Job Reference(optional) The Truss Co.,Sutfhier,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:42:35 2015 Page 1 I D:G 52ZN uYCWEziVg8BetHduFzcPOn-keeShOE_I VBa_OJgeBPiyRajbZUk4YRr6yVN FzPjwl 13-4-15 26-9-14 I I 13-4-15 I 13-4-15 Scale=1:51.3 3x4= 1.5x4 1.5x4 I I 21 5 22 6 4 .8.44445.00 12 4 �� 23 1.5x4 II 19 20 24 1.5x4 II 3 7 rii 1.5x4 H 18 • ST3 S t 25 1.5x4 I 28 ST2 S , 26 17 •• 1 ' 1 ST1 g ? C E 9 @ @ 9 . @ • - v .\.❖.❖.•.•.•.yN.rh\\\\\\\\UnV'.+w... ...ffflf•.a•..v.❖.❖.•\sC•h\ •y.•: . ". .mfx.....,.,.,.,.,.,.,.,.,.,....n 3x4% 27 16 28 15 29 14 30 13 31 12 11 32 10 33 3x4 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 3x4= 1.5x4 I I 26-9-5 26-14 I 26-9-5 0410 Plate Offsets(X,Y)— [5:0-2-0,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) n/a - n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.45 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 9 n/a n/a BCLL 0.0 * Code IBC2012/TPI2007 (Matrix) Weight:83 lb FT=16% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 26-8-11. (Ib)- Max Horz 1=63(LC 10) Max Uplift All uplift 100 lb or less at joint(s)10,12,13,16,15,14 Max Gray All reactions 250 lb or less at joint(s)except 1=349(LC 31),9=349(LC 39),10=460(LC 52),12=466(LC 51),13=432(LC 50), 16=460(LC 47),15=466(LC 48),14=432(LC 49) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 8-10=-379/85,7-12=-381/100,6-13=-359/50,2-16=-379/85,3-15=-381/99,4-14=-359/57 NOTES- (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 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,with BCDL=10.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10,12,13,16,15,14. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. 9)This truss has been designed for a moving concentrated load of 250.Olb live and 50.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard �� 0 4 . . 0 f``�lPi. ]/ . �t 19969 44,.GisTtR�° CSS 'NALti 4/19/1 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCo.INC. Page 40 of 54 Job Truss T pe Qty Ply DINT MIXED-USE/BLDG H/GWB • SJA19156J VO4 V 4 1 Job Reference(optional) The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Ft Apr 17 16:42:36 2015 Page 1 I D:G52ZN uYC WEziVg8BetHduFzcPOn-DrCrvkFc3pJ Rc8bVE LjeEA_I L?vkTX?a4mh3vizPjwH I 11-9-12 23-7-8 11-9-12 I 11-9-12 I Scale=1:40.9 4x4= 4 17 5.00 12 1.5x4 II 16 1.5x4 II 3 5 15 + 18 1.5x4 II STB 1.5x4 II 2 6 'T2 'T2 14 19 ST '.T 7 1 3x4% 20 13 21 12 22 11 23 10 24 9 8 25 3x4 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 3x6= 1.5x4 II 23-6-14 2317-8 I 23-6-14 0-0L10 Plate Offsets(X,Y)--14:0-2-0,0-2-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) n/a - n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.44 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 7 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 BCDL 10.0 (Matrix) Weight:69 lb FT=16% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 23-6-5. (Ib)- Max Horz 1=-55(LC 11) Max Uplift All uplift 100 lb or less at joint(s)1,8,10,13,12 Max Gray All reactions 250 lb or less at joint(s)except 1=351(LC 29),7=351(LC 35),11=439(LC 44),8=461(LC 46),10=461(LC 45), 13=461(LC 42),12=461(LC 43) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 4-11=-343/4,6-8=-379/86,5-10=-382/97,2-13=-379/86,3-12=-382/97 NOTES- (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,8,10,13,12. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 9)This truss has been designed for a moving concentrated load of 250.OIb live and 50.OIb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard /0.1 II PO p; t /":- NS I Fitt ' 1 7:5O 19969 4.54sGISTei#' . Si,. t` 4/19/15 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be ill installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building yy Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCO. INC. ' Page 41 of 54 Job Truss Tru Qty Ply HIlifINT MIXED-USE/BLDG H/GWB 4 SJA19156J V05 Vail 4 1 Job Reference(optional) The Truss Co.,Suri ner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:42:37 2015 Page 1 ID:G52ZNuYCWEziVg8BetHduFzcPOn-h1 mD64GEp7RIDHAho3EtnNXxMODwC_FkJQRcR8zPjwG 10-2-9 20-5-1 I II 10-2-9 10-2-9 Scale=1:38.7 3x4= 4 17 5.00 12 1.5x4 I 16 PI 1.5x4 II 3 5 15 i e 18 14 19 1.5x4 II 1.5x4 II 2 6 ST2 T 13 w 20 'T1 STI 7 1 0 H E}, 0 In 8 p � :❖:Fca»x❖:❖:•-�.-f x:«.<..c. r:rx- `::.wvc�ecaa:•:•:❖:❖-rx__ ...:.•:•:•-rr •:mac:.� `:E::::::::::::::::::::::��'"f/r:: •:•:`"v"+iR:: d '•:�3:::::::::::::;•........•.•.•.❖.,af.'/.•'•.,,.,,,,•...< C�3::::::::::::,.,,.Y`t %::::::::J. Z.•...\s•.•.•.•.•.•.,•.❖.❖.❖...�Y7�...�✓..•:• "•`v:::.'k�ki:�iF/1,./•.❖.•.�•.•s.,,\ti \\\..............r!/.........�ti....... o 3x410 24 9 8 P5 3x4 21 12 22 11 23 1.5x4 II 1.5x4 H 1.5x4 II 3x4= 1.5x4 II 0-coo 20-5-1 I 0-4110 20-4-8 Plate Offsets(X,Y)—14:0-2-0,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) n/a - n/a 999 i MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.51 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 7 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:57 lb FT=16% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 20-3-14. (Ib)- Max Horz 1=-47(LC 11) Max Uplift All uplift 100 lb or less at joint(s)8,10,12,11 Max Gray All reactions 250 lb or less at joint(s)except 1=359(LC 29),7=359(LC 35),8=461(LC 44),10=458(LC 43),12=461(LC 41), 11=458(LC 42) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-13=-342/59,2-13=-332/72,2-14=-345/40,14-15=-324/99,3-15=-318/114,3-16=-359/29, 4-16=-343/43,4-17=-343/43,5-17=-359/29,5-18=-318/114,18-19=-324/99,6-19=-345/40, 6-20=-332/72,7-20=-342/59 BOT CHORD 1-21=-38/308,12-21=-38/308,12-22=-38/308,11-22=-38/308,11-23=-38/308,10-23=-38/308, 10-24=-38/308,9-24=-38/308,8-9=-38/308,8-25=-38/308,7-25=-38/308 WEBS 6-8=-381/92,5-10=-370/75,2-12=-381/91,3-11=-370/77 NOTES- (11) 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,10,12,11. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.0Ib live and 50.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard , OIL pO 4)" fole trie t , ef: ft .,7 w 19969 `c14biST00 C3~ S ZONAL 4/19/1; Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors. This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCo. INC. Page 42 of 54 Job ITruss Tr pe Qty Ply I DINT MIXED-USE/BLDG H/GWB ` SJA19156J ;V06 VW 4 1 i Job Reference(optional) The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Ri Apr 17 16:42:38 2015 Page 1 I D:G52ZN uYC WEziVg8BetHduFzcPOn-9D KbKPGtaQZ9rRItM m16Kb36LoaexRctX4AA_azPjwF 8-7-5 17-2-11 I 8-7-5 I 8-7-5 I Scale:3/8"=1' 3x4= 1.5x4 II 1.5x4 II 3 14 4 155 5.00 I12 ii kl lo 13 16 1.5x4 II 1.5x4 II 6 ch 2 ST2 ST2 12 : la 17 ST' ST 0 1 Q 0 0 :1 9 0 �7 v. rim.cr•:� -o d :i'tf:+:;::5: .•.•. ifi,•.:�:.. .. ... ...........r... .riJ.._. ww4....a <: •.t...•x: •:.........�.: 3x4 18 11 19 10 20 9 21 8 22 3x4 1.5x4 II 1.5x4 II 1.5x4 I I 1.5x4 I I 17-2-1 17-3-11 I 17-2-1 0-0110 Plate Offsets(X,Y)--14:0-2-0,Edge] LOADING(psf) I SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) n/a - n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.42 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 7 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:49 lb FT=16% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 17-1-8. (Ib)- Max Horz 1=39(LC 10) Max Uplift All uplift 100 lb or less at joint(s)1,7,8,9,11,10 Max Gray All reactions 250 lb or less at joint(s)except 1=344(LC 29),7=344(LC 35),8=468(LC 44),9=403(LC 43),11=468(LC 41), 10=403(LC 42) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 6-8=-383/92,5-9=-339/48,2-11=-383/92,3-10=-339/55 NOTES- (11) 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)Vasd=87mph;TCDL=4.Bpsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,7,8,9,11,10. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.01b live and 50.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard . ,,,,,, 4,4. evi ifs_ ,..1) .. 1 q - . c4 . ,..... ,.. 1996941 ssl�ISTV,04 C� ONAL 4/19/15 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Al Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCO. INC. • Page 43 of 54 Job Truss Tru 'Qty Ply Hof INT MIXED-USE/BLDG H/GWB 4 SJA19156J V07 Vall 4 1 Job Reference(optional) The Truss Co.,Surilner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:42:38 2015 Page 1 I D:G 52ZN uYCWEziVg8BetHduFzcPOn-9 DKbKPGtaQZ9rRItM m16Kb36QoadxRptX4AA_azPjwF 7-0-2 14-0-5 I 7-0-2 I 7-0-2 I • Scale:1/2"=1' 4x4= 3 5.00 12 12 11 1.5x4 II 10 13 1.5x4 11 4 2 7-7 ST2 N - 14 9 ST1 ST1 5 v 1 O - HB1 H O d- lJJ.• i ryryM ::: : r u � .6d .; ;..�� a /i/i.i,.:r...:.:.,.i:•ii:•$:•i:•:i:•{{:{::i:•i.. i::.:;: r% S •gA}} ry; gi:•:{r:•{::••rr:rr:r:r:r:::.{r.{xr. s .r..v..f r.:.r•P"d 44r:ig aliga O 15 8 16 7 17 6 18 3x4 1.5x4 II 1.5x4 II 1.5x4 I I 3x4 0-q,10 14-0-5 0-0'10 13-11-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) n/a - n/a 999 MT20 185/148 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.42 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:37 lb FT=16% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 13-11-1. (Ib)- Max Horz 1=-31(LC 11) Max Uplift All uplift 100 lb or less at joint(s)1,5,6,8 Max Gray All reactions 250 lb or less at joint(s)except 1=352(LC 27),5=352(LC 31),7=395(LC 37),6=451(LC 38),8=451(LC 36) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-7=-321/6,4-6=-378/89,2-8=-378/90 NOTES- (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;endosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5,6,8. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.OIb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard Oh pO A ,,,,...!),,,or As,,,,, 41 ,.., .. ?,.(. - ..... Fst r # 4 w w J 19969 i cis.G/STER;' \C) ZONAL s 4/19/1; Digitally signed by:Terry L.Powell,P.E. !WARNING!-VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSco. INC. Page 44 of 54 Job Truss Ttpe Qty Ply *POINT MIXED-USE/BLDG H/GWB SJA19156J V08 V 4 1 4 Job Reference(optional) The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Pri Apr 17 16:42:39 2015 Page 1 ID:G52ZNuYCWEziVg8BetHduFzcPOn-dQtzXIHVLkhOTbK4vUGLsocHACwsgu5l mkwjWOzPjwE 5-4-15 10-9-14 5-4-15 5-4-15 3x4= Scale=1:19.2 3 10 5.00 112 1.5x4 II 9 1.5x4 II 4 2 11 N 8 ST1 ST1 5 1 — — B1 a:•.........:....,.-:: -::.••. ,.-r,..,•rrrrrr..rrr..r.......::..:.......:.::...:..:.:•r.......:::::......:::.......:.... ..........•r-:,..:•::::::.;.............. . ................................... ....r. •o .•.v/f •:•'•'•. 4 N•f.•r.•.v.•.•.•.•r.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.❖.•.v4v.•.•.•.•.•.•.•.•.•.•.•.•.•.•x.• .•.•.Y.. .i4n ..•J.•.•rr•rJ "• 1rY.•:iii:•ii::}::'::::•i.r. r..// :•:••\+•••:•••Y. �/irJi{v:•ti•:•:<•:•:vi:•:4i:•i:•i:•:•:•:d:•:•:•:•:•:•::0:•:•:•:•:•::•:•':�•':'•' � n/..r r�� 4:•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.•.::..•.❖..�..•.\.• ...............::•{'�:rS .•vllr nOuv;.v..:.............:::::.:...::::::::...xS\\:.::•,:::•,:::•.::::.::::::::,:::}?.:.:::i:::::,:>tis \ ��:�: �::.::±:±r;:::•,:F.wr,.l..rii::lr/ll�f�titir.::::::..........:.::::::::..lrh.\\\\�•x4... 12 7 13 6 14 2x4 1.5x4 II 1.5x4 II 2x4 0-0/10 10-9-14 0-0110 10-9-5 Plate Offsets(X,Y)–13:0-2-0,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) n/a - n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.42 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.01 5 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 BCDL 10.0 (Matrix) Weight:27 lb FT=16% LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 10-8-11. (Ib)- Max Horz 1=23(LC 10) Max Uplift All uplift 100 lb or less at joint(s)6,7 Max Gray All reactions 250 lb or less at joint(s)except 1=353(LC 27),5=353(LC 31),6=433(LC 36),7=433(LC 35) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-352/102,2-8=-332/189,2-9=-364/94,3-9=-358/103,3-10=-358/103,4-10=-364/94,4-11=-332/189, 5-11=-352/102 BOT CHORD 1-12=-94/320,7-12=-94/320,7-13=-94/320,6-13=-94/320,6-14=-94/320,5-14=-94/320 WEBS 4-6=-365/74,2-7=-365/74 NOTES- (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,7. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.0Ib live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard ►�hr 41 91 1996944) ss FCIST84��& ONAL#` 4/1 9/1 5 Digitally signed by:Terry L.Powell,P.E. !WARNING!–VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be 4141 installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCO. INC. Page 45 of 54 Job Truss Tru Qty Ply HI INT MIXED-USE/BLDG H/GWB S SJA19156J V09 Vall 4 1 Job Reference(optional) The Truss Co.,Smeller,WA,The 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:42:39 2015 Page 1 ID:G52ZNuYCWEziVg8BetHduFzcPOn-dQtzXIHVLkhOTbK4vUGLsocG2CwFgvB1 mkwjWOzPjwE 3-9-12 7-7-8 I 3-9-12 3-9-12 I • 4x4= Scale=1:15.4 2 7 5.00112 6 8 5 . ST1 3 1 — Y —B1 O \ v `4..py,�y�'4:•:•:•::•:•:•:•:•:•:•'•:•:•i:•:•::•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:❖:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:•:❖:❖:❖:•:❖:•:•::..FF.::+i.::l:'f.•:•:❖:•:•:•:•:•:•:•:•:•:•:•:•:•:••:•:•:•:•:•:•:•:•:•:•ii:•:•:•:•:•:•:•:•:•:•:•iii::•:::::.•}. , yy�yq�.sr�.`-.��•.•:•ki:•:?:•i:•ir:•i:•Yti+.:.:.:.:.:•}:•i:•:•}:•:•:•:•:•:•:•:•:•:•:•:,•X.:.}:.}:.}:.}:•:y:•:•:•:•}:•:fi:❖:•:y:•:•:•:•:•: iiii};i....••:::f:•:•:•:•:•:•:•:7,7,•:•:7,•}:•}:•}:.}:•:y}:7.•Y•5::4:4:4:•:•:•:::•:::4:4:ti•' 9 4 10 2x4 1.5x4 I I 2x4 C 7-6-14 717,-8 I 7-6-14 0- 10 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) n/a - n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.39 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IBC2012/TPI2007 (Matrix) Weight:18 lb FT=16% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=137/7-6-5 (min.0-1-8),3=137/7-6-5 (min.0-1-8),4=276/7-6-5 (min.0-1-8) Max Horz 1=15(LC 10) Max Upliftl=-19(LC 10),3=-21(LC 11) Max Gravt=356(LC 25),3=356(LC 27),4=434(LC 30) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-337/32 NOTES- (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.OIb live and 50.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard CO 4A Ai,Or A sil 4r # Ji (9969 alsvf OONAIsIE L#' C~ 4/19/1; Digitally signed by:Terry L.Powell,P.E. !WARNING!–VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be 4#14 installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ty, l leTRUSSCO. INC. Page 46 OT 54 Job Truss Trillipe Qty Ply irOINT MIXED-USE/BLDG H/GWB ' SJA19156J V10 V 2 1 c Job Reference(optional) - The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Fill Apr 17 16:42:40 2015 Page 1 I D:G52ZN uYCWEziVg8BetHdu FzcPOn-5cRL151762pt41vGTBnaP09 RUcGj PKgA?OfG2TzPjwD 13-1-5 26-2-11 II 13-1-5 I 13-1-5 Scale=1:45.5 3x4= 1.5x4 H 1.5x4 II 21 5 22 6 4 A 5.001223 1.5x4 II 19 20 24 1.5x4 II 3 25 ) jilII r 26 �19 - _ v �a:r �\\\\\ tif.:::..:iii \ .'�:%.'I. '•�' }`. '.o`:iA\\�\\\'fia� - w k 3x4 27 16 28 15 29 14 30 13 31 12 11 10 32 3x4 1.5x4 I I 1.5x4 I I 1.5x4 II 1.5x4 II 1.5x4 I I 3x8= 1.5x4 0-010 26-2-11 I 0410 26-2-1 Plate Offsets(X,Y)— [5:0-2-0,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) n/a - n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.44 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 9 n/a n/a BCLL 0.0 Code IBC2012/TP12007 (Matrix) 1 Weight:81 lb FT=16% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 26-1-8. (Ib)- Max Horz 1=-62(LC 11) Max Uplift All uplift 100 lb or less at joint(s)10,12,13,16,15,14 Max Gray All reactions 250 lb or less at joint(s)except 1=347(LC 31),9=347(LC 39),10=459(LC 52),12=467(LC 51),13=421(LC 50), 16=459(LC 47),15=467(LC 48),14=421(LC 49) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 8-10=-378/85,7-12=-382/100,6-13=-353/42,2-16=-378/85,3-15=-382/99,4-14=-353/51 NOTES- (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10,12,13,16,15,14. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.OIb live and 50.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 0 Po v ASI 1.i4,rii 1 '1k If rtiV. itt 19969 cs r;G1STER C~ `rIONAL V� 4/19/15 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCo.INC. • Page 47 of 54 Job Truss Tru i Qty Ply HI.INT MIXED-USE/BLDG H/GWB a SJA19156J V11 Val. .2 1 Job Reference(optional) The Truss Co.,Surflner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:42:41 2015 Page 1 ID:G52ZNuYCWEziVg8BetHduFzcPOn-Zo?kyRJltLxkivUS1 vlpxDhdNOcx8nOJD1 PqbvzPjwC 11-6-2 23-0-5 1 11-6-2 1 11-6-2 1 Scale=1:43.5 4x4= 4 5.00 I12 1,5x4 11 17 18 1.5x4 I I 3 5 19 16 15 20 1.5x4 II :T3 1.5x4 11 2 6 'T• ST2 14 21 •T1 ST1 7 1 i o H H H H E o 3x4 22 13 23 12 24 11 25 10 26 9 8 27 3x4 1.5x4 II 1.5x4 I I 1.5x4 II 1.5x4 II 3x4— 1.5x4 II 0-qr10 23-0-5 1 o-al 10 _ 22-11-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) n/a - n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.44 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 7 n/a n/a BCLL 0.0 * Code 1BC2012/TP12007 (Matrix) Weight:68 lb FT=16% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 22-11-1. (lb)- Max Horz 1=54(LC 10) Max Uplift All uplift 100 lb or less at joint(s)1,8,10,13,12 Max Gray All reactions 250 lb or less at joint(s)except 1=350(LC 29),7=350(LC 35),11=424(LC 44),8=462(LC 46),10=455(LC 45), 13=462(LC 42),12=455(LC 43) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 4-11=-336/0,6-8=-379/87,5-10=-378/93,2-13=-379/87,3-12=-378/93 NOTES- (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,8,10,13,12. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 9)This truss has been designed for a moving concentrated load of 250.OIb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard 0 Po•!, A j , a., (if( J 199b4 `-. i OISTS4``° C� 'ONAL# 4/19/1: Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance ,41441 regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCo. INC. Page 48 or 54 Job Truss T pe 1 Qty Ply Filir DINT MIXED-USE/BLDG H/GWB .. c. SJA19156J V12 VW 2 1 Job Reference(optional) - The Truss Co.,Sumner,WA,TSE 7.610 S Mar 27 2015 MiTek Industries,Inc. Pri Apr 17 16:42:42 2015 Page 1 I D:G52ZNuYC WEziVg8BetH duFzcPOn-1?Z69nJNef3bK33facp2U R Eo5Py6tFVTSh8N7LzPjwB 9-10-15 19-9-14 I 9-10-15 I 9-10-15 I Scale=1:34.0 3x4= 4 16 1.5x4 II 15 /I 1.5x4 H 5.00 12 3 5 111 El 14 17 13 18 1.5x4 II 1.5x4 II 111 lil 2 6 T' T' 12 19 •T T 1 0 B1 07 Tr 0 4,•,;.....•:: ..,:..,..•,--------------..,r yy,.x••0:+:4 ..xo.+:...... ...,.. .... ....:.K.rJsouc ru..,::: •./.,•f,.ea .. ...... 40-•?\. r>.� ..`i\••. fJJ/J//...r<....a..,,,\•i'�:C�e�:r..d•.v..'r.Y••4Y'q+•k!JJJr$:\\''%JJ•:S\\'•> :�\3x:'L "vA••C.`�'.G�:,"d4'<'JJ:•�`\�•.+h\S\>\'bt��•�... •�••�"w••//i.'•✓«.'$'.•✓!£�..... o 3x4 20 11 21 10 22 9 23 8 24 3x4 1.5x4 I I 1.5x4 II 1.5x4 I I 1.5x4 ft 0-0110 19-9-14 I 0- 10 19-9-5 Plate Offsets(X,Y)--(4:0-2-0,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) n/a - n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.45 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Ina- YES WB 0.09 Horz(TL) 0.01 7 n/a n/a BCLL 0.0 * Code IBC2012/TPI2007 (Matrix) Weight:55 lb FT=16% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 19-8-11. (Ib)- Max Hoa 1=46(LC 10) Max Uplift All uplift 100 lb or less at joint(s)1,7,8,9,11,10 Max Gray All reactions 250 lb or less at joint(s)except 1=354(LC 29),7=354(LC 35),8=464(LC 44),9=448(LC 43),11=464(LC 41), 10=448(LC 42) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-12=-305/78,2-12=-295/91,2-13=-308/58,13-14=-288/118,3-14=-281/133,3-15=-325/49, 4-15=-312/61,4-16=-312/61,5-16=-325/49,5-17=-281/133,17-18=-288/118,6-18=-308/58, 6-19=-295/91,7-19=-305/78 BOT CHORD 1-20=-55/274,11-20=-55/274,11-21=-55/274,10-21=-55/274,10-22=-55/274,9-22=-55/274, 9-23=-55/274,8-23=-55/274,8-24=-55/274,7-24=-55/274 WEBS 6-8=-381/92,5-9=-367/71,2-11=-381/92,3-10=-367/74 NOTES- (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;C1=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,7,8,9,11,10. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.0Ib live and 50.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard A.0, . 0111"rk ItiZpor' Ask,„ 41 t x I i 19969 E") 4 qtr��0I �� STS� � slONAL 4/19/15 Digitally signed by Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be 404 installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCO. INC. • Page 49 of 54 Job Truss Tru Qty Ply HI INT MIXED-USE/BLDG H/GWB e SJA19156J V13 Vall !2 1 Job Reference(optional) The Truss Co.,Suriner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:42:43 2015 Page 1 ID:G52ZNuYCWEziVg8BetHduFzcPOn-VB7UN7K?PzBSxCer8JLH 1 enzEpl3ciWchLuxfozPjwA 8-3-12I 16-7-8 8-3-12 8-3-12 3x4= Scale=1:32.9 1.5x4 II 1.5x4 I I 3 4 5 5.00 12 ^ik r 13 14 15 16 1.5x4 II 1.5x4 II 2 - 6 '.T' :..T2 P IP 12ill 1i 17 ST .T 7 .1- 1 O A BB18 A 0:s 0 ::zzs ter::.:,v:::r a:::....., r :ass.a eeet f!9/: ,:zom//{f e.:.:+'fweeiE 2.'"''''"""''"zozzr%:>i•::\\::<.•3kmkk.C:\ .::lJ7Jlli 3x4 18 11 19 10 20 9 21 8 22 3x4 1.5x4 II 1.5x4 II 1.5x4 H 1.5x4 H 0-q00 16-7-8- I 0410 16-6-14 Plate Offsets(X,Y)— [4:0-2-0,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) n/a - n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.40 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 7 n/a n/a BOLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:47 lb FT=16% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-6-5. (Ib)- Max Horz 1=38(LC 10) Max Uplift All uplift 100 lb or less at joint(s)1,7,8,11 except 9=-191(LC 37),10=-191(LC 39) Max Gray All reactions 250 lb or less at joint(s)except 1=347(LC 29),7=347(LC 35),8=466(LC 44),9=537(LC 39),11=466(LC 41), 10=537(LC 37) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 6-8=-382/90,5-9=-426/166,2-11=-382/90,3-10=-426/166 NOTES- (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,7,8,11 except(jt=lb)9=191,10=191. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.OIb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard Afi"cAi IP eASH 4,1 - " ...,,,4% A r t( "' i i if .,::"./. w ib969 �Ss4 GISTt Lc3N ANAL V?- 4/1 9/1 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Al Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSco. INC. Page 50 O 54 Job Truss Ti pe Qty Ply ivOINT MIXED-USE/BLDG H/GWB ' SJA19156J V14 V 2 1 Job Reference(optional) The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. lori Apr 17 16:42:44 2015 Page 1 ID:G52ZNuYCWEziVg8BetHduFzcPOn-_NhsaTLdAGJJZMC1 i1 sWZsJ8xDd5L9Kmw?dUBEzPjw9 6-8-9 13-5-1 I 6-8-9 I 6-8-9 I Scale=1:23.2 4x4= 3 5.00 12 ri 12 11 13 1.5x4 II 1.5x4 10 4 2 N .T 14 9 -Ti ST1 5 10 - -61 0 0 rr 15 8 16 7 17 6 18 3x4 1.5x4 II 1.5x4 II 1.5x4 I I 3x4 0-0,10 13-5-1 I 0-Oi10 13-4-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) n/a - n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.41 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 * Code IBC2012/TPI2007 (Matrix) Weight:36 lb FT=16% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 13-3-14. (Ib)- Max Hoa 1=30(LC 14) Max Uplift All uplift 100 lb or less at joint(s)1,5,6,8 Max Gray All reactions 250 lb or less at joint(s)except 1=353(LC 27),5=353(LC 31),7=380(LC 37),6=446(LC 38),8=446(LC 36) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 3-7=-315/3,4-6=-374/86,2-8=-374/86 NOTES- (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5,6,8. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.OIb live and 50.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard t. A1�ril, s& rl -0 I ( ';''r $c 10 19 Ji 19 .. 969 FCISTtROA & �sjoNALti 4/19/15 Digitally signed by:Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCO. INC. qt, Page 51 of 54 JQb Truss Tru Qty Ply HI INT MIXED-USE/BLDG H/GWB At SJA19156J V15 Val 2 1 Job Reference(optional) The Truss Co.,Sumner,WA,TSE 7.610 a Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:42:44 2015 Page 1 ID:G52ZNuYCWEziVg8BetHduFzcPOn- NhsaTLdAGJJZMCI i1 sWZsJ8gDd9L9Mmw?dUBEzPjw9 _ 5-1-5 10-2-11 I 5-1-5 I 5-1-5 I ~ 3x4= Scale=1:19.1 3 10 5.00 12 1.5x4 II 9 1.5x4 I ' 4 2 11 8 ST1 ST1 5 1 — — v O — B1 — O q rx..rir.•::.:::::::::::: \\�`.�'. r .•L•::`:::`:::':'`':': ::: `••::::: .1/,J.I..f.i3:ti+•:•••>:::xF.:.:: r.::........./ i... •:r Sy; •:ii:::.`•ri•,•�•.•.•.•.•.•.•..v..•> .❖s. :\•.ii•.••.•.1:.•..:::•:::::•frvl...::::::.. 0 12 7 13 6 14 2x4 1.5x4 II 1.5x4 II 2x4 0-9,10 10-2-11 I 0410 10-2-1 Plate Offsets(X,Y)--13:0-2-0,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) n/a - n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.41 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:25 lb FT=16% BCDL _ 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 10-1-8. (Ib)- Max Horz 1=22(LC 10) Max Uplift All uplift 100 lb or less at joint(s)6,7 Max Gray All reactions 250 lb or less at joint(s)except 1=348(LC 27),5=348(LC 31),6=426(LC 36),7=426(LC 35) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-8=-314/144,2-8=-294/231,2-9=-329/138,3-9=-325/145,3-10=-325/145,4-10=-329/138, 4-11=-294/231,5-11=-314/144 BOT CHORD 1-12=-133/285,7-12=-133/285,7-13=-133/285,6-13=-133/285,6-14=-133/285,5-14=-133/285 WEBS 4-6=-364/73,2-7=-364/74 NOTES- (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,7. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.01b live and 50.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard PO A Aii.or A s/., Ts 0 199 lv�ss41 tsSi-°N ►j 0ISTEN° �� ANAL 4/19/1! Digitally signed by:Terry L.Powell,P.E. !WARNING!–VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSco.INC. Page 52 0!54 Job Truss Tr e I Qty Ply I OINT MIXED-USE/BLDG H/GWB • SJA19156J V16 V 12 1 s Job Reference(optional) The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Fa Apr 17 16:44:45 2015 Page 1 ID:G52ZNuYCWEziVg8BetHduFzcPOn-SaFEopMGxaR9BWnEGkNI63sJSd_N4div8fN1 kgzPjw8 3-6-2 7-0-5 3-6-2 I 3-6-2 4x4= Scale=1:1`4.6 5.00FIT2 6 5 ST1 3 1 — O O Y met Y 7 4 8 2x4 1.5x4 11 2x4 0-9,10 7-0-5 I 0.0-10 6-11-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) n/a - n/a 999 MT20 185/148 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.35 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:16 lb FT=16% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud M°Tek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=124/6-11-1 (min.0-1-8),3=124/6-11-1 (min.0-1-8),4=249/6-11-1 (min.0-1-8) Max Horz1=-14(LC 11) Max Uplift1=17(LC 10),3=-19(LC 11) Max Grav1=350(LC 25),3=350(LC 27),4=420(LC 30) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=-332/29 NOTES- (11) 1)Wind:ASCE 7-10;Vult=110mph(3-second gust)Vasd=87mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. 8)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)This truss has been designed for a moving concentrated load of 250.0Ib live and 50.OIb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard id, ePU ",.., it ASHi E4 so ...a! 1 I „,....i. 0 %, ...., f.z.i 19969 ' &,,siN v 1STERE C °NALS 4119/15 Digitally signed by:Terry L.Powell,P.E. !WARNING!–VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 ty,leTRUSSCO.INC. s Page 53 of 54 Jab Truss Tru* Qty Ply HIINT MIXED-USE/BLDG H/GWB SJA19156J VBLK1 JOI 52 1 a Job Reference(optional) The Truss Co.,Surffner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16:42:45 2015 Page 1 ID:gJ1zv?i68k_gTvnLwpBwulzjceU-SaFEopMGxaR9BWnEGkNI63sPDd3g4dfv8fN1 kgzPjw8 1-10-7 1 1-10-7 I Scale=1:5.9 BEVEL TOP 4/12-0-4-7 OVERALL HT. 0 W/4-2"DIA. HOLES AND SCREEN W, r d B1 d � �� j 0-3-3 2 4111111111 1 1-10-7 I 1-10-7 I LOADING(psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 0.90 CSI. DEFL. in (loc) 1/dell Ud PLATES GRIP (Roof Snow=25.0) Plate Metal DOL 0.90 TC 0.00 Vert(LL) 0.00 2 >999 360 TCDL 10.0 Lumber DOL 0.90 BC 0.01 Vert(TL) 0.00 2 >999 240 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Hoa(TL) 0.00 n/a n/a 16% BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight:4 lb FT= LUMBER- BRACING- BOT CHORD 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=18/0-5-8 (min.0-1-8),1=18/0-5-8 (min.0-1-8) Max Grav2=36(LC 5),1=36(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*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. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)This truss has been designed for a moving concentrated load of 250.0Ib live and 50.01b dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 7)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard tY0'AS/it, +� y� 4 Ii /144t ek f (if ' riit 9t, 19989 `IP j G/STEO'AC) VNAL 4/19/1; Digitally signed by Terry L.Powell,P.E. !WARNING!—VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI I Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCo. INC. Page 54 54 Job Truss TN/pe Qty Ply *POINT MIXED-USE/BLDG H/GWB s 41, SJA19156J VBLK2 J 30 1 Job Reference(optional) �_ The Truss Co.,Sumner,WA,TSE 7.610 s Mar 27 2015 MiTek Industries,Inc. Fri Apr 17 16.42:45 2015 Page 1 ID:gJ1zv?i68k_gTvnLwpBwulzjceU-SaFEopMGxaR9BWnEGkNI63sPDd3k4dfv8fN1 kgzPjw8 1-10-7 1-10-7 l Scale=1:7.8 N BEVEL TOP 5/12-0-5-9 OVERALL HT. i W/4-2"DIA. HOLES AND SCREEN T o d _ B1 j — 0-8-14 2 1 1-10-7 I 1-10-7 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 0.90 TC 0.00 Vert(LL) -0.00 2 >999 360 (Roof Snow=25.0) Plate Metal DOL 0.90 BC 0.00 Vert(TL) 0.00 2 >999 240 TCDL 10.0 Lumber DOL 0.90 WB 0.00 Horz(TL) 0.00 n/a n/a BCLL 0.0 * Rep Stress Incr YES (Matrix) Weight 7 lb FT=16% BCDL 10.0 Code IBC2012/TP12007 LUMBER- BRACING- BOT CHORD 2x10 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=18/0-5-8 (min.0-1-8),1=18/0-5-8 (min.0-1-8) Max Grav2=36(LC 5),1=36(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7) 1)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*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. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)This truss has been designed for a moving concentrated load of 250.01b live and 50.Olb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord,nonconcurrent with any other live loads. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 7)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S)Standard Ai.or A S't/ !it 'it li.. r 0 (9969 41 tPtk Js-E k 4°, &\ ONAL# 4/19/15 Digitally signed by:Terry L.Powell,P.E. !WARNING!–VERIFY DESIGN PARAMETERS AND READ ALL NOTES ON THIS TRUSS DRAWING NOTES BEFORE USE. 41 Design valid for use with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer. Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage delivery erection and bracing consult ANSI/TPI 1 Quality Criteria,DSB-89 and BCSI 1 Building Component Safety Information available from Truss Plate Institute,583 D'Onofrio Drive,Madison,WI 53719 theTRUSSCo. INC.