Loading...
Plans 6vo <jj, /71Fth .>l 6,7017 tir-2S(e?— MiTeka MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 18-DD 1237 Tower Residence The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Precision Roof Trusses,Inc. Pages or sheets covered by this seal: K6722595 thru K6722595 My license renewal date for the state of Oregon is December 31,2019. PROFFss oGIN4;5. 9 89200PE t' L 'OREGON‘ � /SI • �O 4Y 2 14, -- MFRRILA- . P. October 1,2019 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters ' shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. 1 Symbols e �- L A General Safety Notes PLATE LOCATION AND ORIENTATION / Center plate on joint unless x,y 6-4-8 Failure to Follow Could Cause Property 3 " dimensions shown in ft-in-sixteenths 4 offsets are indicated. I (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. �� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS �� 2. Truss bracing must be designed by an engineer.For 0'1/16 ILliiilliN,S110 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I p bracing should be considered. O I� U �� O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 0a- a0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-s C67 cs-s designer,erection supervisor,property owner and plates 0 ' 6'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 9 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that , Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSUTPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. k=1.4fP reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. `� Min size shown is for crushing only. MIN MN 18.Use of green or treated lumber may pose unacceptable _� Eat environmental,health or performance risks.Consult with project engineer before use. Industry Standards: IMO ANSI/TPI1: National Design Specification for Metal j 9.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. 401 r ,. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate " Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 r f Job Truss Truss Type Qty Ply Tower Residence K6722595 18-DD1237 E02 Roof Special 7 1 Job Reference(optional) Precision Truss&Lumber,Inc., CLACKAMAS,OR-97015, 8.320 s Aug 28 2019 MiTek Industries,Inc. Mon Sep 30 17:57:40 2019 Page 1 ID:PwkW7XHISFvu5Ntm7kBgnlywX8I-F1PN_hpPzrO1Dbom3jg p0_M_XZuegCBFtd7uxyYMgP 2-0-0 6-1-8 13-6-0 21-0-0 28-6-0 36-10-8 1 2-0-0 I 6-1-8 7-4-8 7-6-0 I 7-6-0 8-4-8 REPAIR FOR THREE.75"DIA.HOLES IN BOTTOM CHORD(12-14). ATTACH ONE 2X4 DF#1&BTR ADD-ON Scale:3/16"=1' TO EACH FACE WITH 3"X.131 DIA.GUN NAILS 2 ROWS AT 4"OC. STAGGER ROWS FROM FRONT TO BACK FACE FOR 2"OC NET INTO TRUSS, KEEP 2"MEMBER END DISTANCE.— DO NOT NAIL INTO DAMAGED AREA 5x5 5.00 12 7 s 20 21 3x45 3x4 6 8 3x6 22 :' 2x3 54x5 4 �t 3-0-0 5x5 � :+ 1 f] st 3-0-0 2 d Jr vt `� 14 23 24 13 [33x8 " 12 25 26 11 10 3x4 = \ = 3z5 = 3x4 II 5x10 I 2X4 SCAB 3x6 =- EACH EACH FACE .75"DIA.HOLE 10-2-14 21-0-0 31-9-2 3610-8 10-2-14 10-9.2 I 10-9-2 I 5-1-6 Plate Offsets(X,Y)- [2:0-6-15,0-0-7],[9:0-2-0,0-1-12],[11:0-2-4,0-1-8] 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 0.97 Vert(LL) -0.40 12-14 >999 240 MT20 185/148 TCDL 7.0 Lumber DOL 1.15 BC 0.94 Vert(CT) -0.68 12-14 >651 180 BCLL 0.0 * Rep Stress Ina YES WB 0.73 Horz(CT) 0.09 10 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-AS Weight:179 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-5:2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 DF No.2*Except* WEBS 1 Row at midpt 6-12,8-12 10-13:2x4 DF No.1&Btr WEBS 2x4 HF Std*Except* 9-10:2x4 DF No.2 SLIDER Left 2x8 DF No.2-H 2-6-6 REACTIONS. (lb/size) 2=1674/0-5-8,10=1539/Mechanical Max Horz 2=150(LC 16) Max Uplift 2=-206(LC 12),10=132(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-2725/326,4-6=-2520/265,6-7=-1747/241,7-8=-1746/241,8-9=-1533/149, 9-10=-1506/170 BOT CHORD 2-14=-358/2417,12-14=-240/2138,11-12=-175/1618 WEBS 7-12=-37/872,6-12=-840/244,6-14=0/424,8-12=-288/179,8-11=-621/158, 9-11=-54/1442 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; a O PR ape MWFRS(envelope)gable end zone and C-C Exterior(2)-2-0-0 to 1-8-4,Interior(1)1-8-4 to 21-0-0,Exterior(2)21-0-0 to 24-8-4, .t 'NG►N EF�c `1 Interior(1)24-8-4 to 36-8-12 zone;cantilever left and right exposed;end vertical left and right exposed;C Co -C for members and forces C so &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 c.. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� 89 200 P E 'yf 4)*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. 5)Refer to girder(s)for truss to truss connections. . 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) - 400r: 2=206,10=132. * t 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum -y OREGON Z/ sheetrock be applied directly to the bottom chord. L- 2.0 \� A. /O gy14, in.P MFR R Il.\- EXPIRES: 12-31-2019 October 1,2019 I MIIM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not " a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880