Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
TRUSS PAPPERWORK
SCANNED. _ mv�fi® St. Lucie County WOW- `0, - RE:-M11412 MiTek1JSA, Inc. CARLTON 299 6904Parke East Blvd. - Tampa, FL'33610-4115 Site Information: Customer: Wynne Development Corp' Project Name: M] 1412 Lot/Block: Model: Sterling . Address: unknown- Subdivision:. City: St Lucie County State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load'. N/A psf This package: includes 18 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003; section 5 of the Florida Board of Professional Engineers Rules. No. Seal# 1 T17089636 Truss Name a Date p 5/17/2019 �i®YJg�q� File 2 T17089637 al },' 5/17/2019 3 T17089638 a2 5/17/2019 4 T17089639 a3 5/17/2019 5 T17089640 a4 5/17/2019 D Fr G �I [ 6 T1708964I a5 5/17/2019 I REi/�E�i%ED FOR 7 T17089642 eta 5/17/2019 I 8 T17089643 atb ,�yp� 5/17/2019 �O®FC1g��OMRLIANCE 9 T17089644 atc 5/17/2019 T ggg ppp A 1 %'P.Lt 9WPP0 94 10 T17089645 bha 5/17/2019 i��' .TY I T17089646 gra 5/17/2019 12 T17089641 j2 5/17/2019 13 T17089648 j4 5/17/2019 14 T17089649 j6 5/17/2019 15 T17089650 j8 5/17/2019 16 T17089651 jab 5/17/2019 17 T17089652 kj8 5/17/2019 18 T17089653 kja8 5/17/2019 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Alberti, Thomas My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identifiedand that the designs comply with ANSIfrPI 1. These designsare based upon parameters. shown (e.g., loads, supports, dimensions, shapesand design codes), which were given to MTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek 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 ANSIIrPI 1, Chapter 2. Thomas A. Alban! PE No.39390 MITek USA, Inc. R. cart 563,1 6904 Parke East Blvd. Tampa R.33610 May 17, 2019 1 of 1 Albani, Thomas Truss Type Ply 299 rTress '• T77089636 A SPECIAL �Qty 7 1 �CARLTON Job Reference (optional) Gnambers l mss, me., Yen Holes. fi 10-0 �14-0 1343-0 6.13U s Mar 11 ZUl6 MIfeK Industries, Inc. Fn ID:kF"snOwY419ZhO_nM3lc6ylJ9g.NAHvKByG4EunxpeSyh 19-5-3 26-2-0 11-4 1-0-0 86-0 3-10-0 I 5-93 6 13 2-7-0 5x8 = 5x12 MT18HS = 4.00 12 3x6 \\ 4x5 = 4x6 = US= 3 d 24 255 6 ] 26 27 8 3x4 uV:29:4z 2Ule Scale-1:63.0 16 15 4xa ' 3x4 c 3x6 = 3x4 = 5x8 — 4x10 = 2.00 12 9-10-0 I 13.8-0 I ?4 4!4-0-0 {26 e2-0 36-0-0 Plate Offsets (X Y)— [2:0-0-2 Edge] [4:0-5-4 0-2-81 [6:0-3-0 Edge] [8:0-9-00-2-8] rl0:0-2-10 Edgel [15:O-1-12 0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefi ' Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Ven(LL) -0.73 13-14 >595 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.34 13-14 >321 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress Incr YES INS 0.91 Horz(CT) 0.45 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Mairix-MS Wind(LL) 1.0113-14 >428 240 Weight 1611b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 -Except' TOP CHORD Structural wood sheathing directly applied. 6-8: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. fib/size) 2=1386/0-8-0,10=1386/0-8-0 Max Horz 2=-119(LC 10) Max Uplift 2=-846(LC 12). 10=-846(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3338/2212, 34=3134/2132, 4-5=3441/2388, 5-7=514113470, 7.8=-6766/4392, 8-9=5629/3608, 9-10=5945/3856 BOT CHORD 2-16=1989/3129, 15-16=-1777/2918, 14-15=217713455, 13-14=-3307/5216, 12-13=-3301/5421, 10-12=3593/5659 WEBS 3-16=527/480, 4-16=-413/669, 4-15=535/785, 5-15=-975f733, 5-14=-1198/1876, 7-14=851/667, 7-13=-96211695, 8-13=-1260/1909, 8-12=-05/349, 9-12=-319/328 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult--165mph (3-second gust) Vasd=128mph; TCDL=4.2psh BCDL=3.Opsf, h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-0-0 to 2-7-3, Intedor(1) 2-7-3 to 37-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates ere MT20 plates unless otherwise Indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on thebottom chord in 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). Bearing aljoint(s)10 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 846 Ill uplift at joint 2 and 846 lb uplift at joint 10. Thomas A.Albini PE No.39380 M7ek USA, Inc: FLCei16634 49D4 Palle East Blvd. Tampa FL,33610 : Date:I May 17,2019 A wARMNO- VereytlaslgnparametasantlREAD NOTES ON. TMSANDINCLUDFDMTTE3f REFERENCEPAGEM-7M rev. 111173V2045BEFOREUSE • Design valid for use only wN, MiTeM connecm,s. This design is based pNy upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verHy the eppllceNiity of design parameters and propody Incorporate Nis design into the overall building design. among indicated is to preventbuckl'ag of lnclvlduaitmsawebandlorshord members only. Addelanaltemporary and pennanernb,edng isalvays required for stability and to prevent collapsewtih possible persons! injury and prepeMdamage. ForgenemlguldanceregaNingthe MiTek' fabrication. storage, delivery. erection and bracing of suss and trues systems, see ANSI?PIr Ouallry Crdafa, DSB-89 and BCSI Building Component 6904 PaAe East Blvd. Sale adermallon evatiade fiom Tr,rsePlate Ineduste,218N. Lee Sbant Suite 312,Alexandda. VA22314. Tampa, FL 36610 Truss Truss Type Oty Ply CARLTON 299 �M14 T17089637 1412 Al SPECIAL 1 i Job Reference o Bonal mbers Truss, Inc., 1-ort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries. Inc. Fri May 17 09:24:432019 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g.rMrHXX_a7JMIP50RgCcHYMx78Zbg7 i6bPGuDzFeBI 7-0-0 8-0-0 11-10-0 18-7A 24-2-0 28-94 3'-0-0 7-0 -0-0 811 34-0 6 -d 5.6-12 4-7-0 7-2-12 -0-0 Scale=1:63.0 4.00 12 5x6 = 3x8 = 5x6 = 4 22 5 23 6 14 1. 3x4 11 3x6 = 3x4 = 5x6 = 2.00 12 4x1D 8-0-0 1311 18-71 2461 28-9-0 36-2 0 m 8.6-0 S."d-111 i.1 n-1'l d_1E Plate Offsets (X Y)— I2:0-0-2 Edge] t8:0-2-10,Edge7 f13:0-3-0 0-3-0]- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.58 11 >749 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.07 11-12 -402 240 MT18HS 2441190 BCLL 0.0 Rep Stress lncr YES WB 0.65 Horz(CT) 0.40 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.80 11 >541 240 Weight: 163 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc pur ins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at it 5.13 REACTIONS. (lb/size) 2=1386/0-8-0, 8=1386/0-8-0 Max Horz 2=-141(LC 10) Max Uplift 2=-846(LC 12), 8=846(LC 12) FORCES. (lb) - Met. CompJMax. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3356/2159, 3-4=3358/2292, 4.5=-2798/1921, 5-6=-4830/3137, 6-7=-5353/3403, 7-8=-5962/3751 BOT CHORD 2-14=-1935/3141, 13-14=-1610/2666, 12-13=-2399/3926, 11-12=-2400/3924, 10-11=3499/5680, 8-10=3492/5669 WEBS 3-14=404/391, 4-14=-507/777, 4-13=-151/409, 5-13=1376/890, 5-11=.557/1048, 6-11=-849/1449, 7-11=641/463 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf, h=12tt; B=59f t L=3611; eave=5tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage. to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 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). Bearing atjoint(s) 8 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of hearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8461b uplift aljoint2 and 8461b uplift at joint S. Thomas A.'Albani PE No.39380 NTak'USN'InC•FL Ce I:G634 =6904 Parke East Blvd. Tampa FLb3610 Dafe1 May 17,2019 ®WARMNG-VWfytle gnparamerersandR N01ES ONTIfIS ANDINtl.BDEO MREK REFERENCE PAGE M114Mrev. 16r03/2015BEFOREUM • Design valid for use only enM Mirelap comrades, This resign is based any upon parameters slmwn, and is for an Indimdual building component,not a truss system. Before use, the building designer must verify the applirabllity of design parameters and properly incorporate this design into 0e overall building design. Bracing indicated is to prevent buWing of individual buM was all NON members only. Additional temporary and permanent bracing MiTek' isalwaysmquimdforshbilityendto,rev collapsewilhpomiblepemonalinjurymdpmpenydamage. For general guidance regarding rue fabrication.storage, defivery efeNnn and bmdng ofblrsses and truse systems, see ANSUIPIf Quite, Crkeds, DS349 and BCS1 Building Component 6904 Parke East Sivd. Sahtylnformallon. available from Tanis Plate Institute, 218 W Lee Street Suite 312,Alm andda, VA 22314. Tampa, FL 36610 Joq Truss Truss Type Ory Ply CARLTON 299 • T77089638 M11412 A2 SPECIAL 1 1 Job Reference factional) Chambers Tress, Inc., Fort Pierce, FL 8.130 s Mar 112018 MITek industries, Inc. Fri May 17 09:24:44 2019 Scale-1:63.0 5.6 = 4.00 30 = 5x6 = 5 6 Us 15 14 7XBMT18HS = 3.6 = 3x4 II 5x8 = 4x10 z.00 1z LOADING lips, TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.58 BC 0.94 WB 0.72 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/defi Ud -0.55 11-12 >779 360 -1.03 11-12 >419 240 0.39 9 Na Na 0.7711-12 >564 240 PLATES MT20 MT18HS Weight 167 lb GRIP 2441190 244/190 FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Horz 2=163(LC 11) Max Uplift 2=-846(LC 12), 9=-846(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3359/2129, 3-0=-266111761, 4-5=2445/1690, 5-6=3533/2289, 6-7=-3698/2365, 7-8=-5359/3351, 8-9=-5963/3683 BOT CHORD 2-15=-1909/3146, 14-15=-1909/3146, 13-14=1826/3099, 12-13=-3016/5125, 11-12=-0433/5679, 9-11=3426/5669 WEBS 3-15=0/295,3-14=-807/566, 4-14=-354/620, 5-14=-916/581, 5-13=-261/668, 6-13=588/1003, 7-13=2219/1408, 7-12=-1137/1893, 8-12=628/443 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh, BCDL=3.Opsf; h=12ft; B=59ft; L=36111; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-7-3. Interior(1) 2-7-3 to 37-M zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.50 3) Provide adequate drainage to preventwater ponding. 4) All plates are MT20 plates unless otherwise Indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed fare 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 bottomchord and any other members. 7) Bearing atjoint(s) 9 considers parallel to grain value using ANSI7rPl 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 846 to uplift at joint 2 and 846lb uplift at joint 9. Thomas A. A16eni PE No.39380 miTek I1sAJhc;FL Celt 8634 ' fSb4Parke East BNd. Tampa FL73618 ,.Dater May 17,2019 Jop Truss Truss Type Ply CARLTON 299 ' T77089639 M11412 A3 SPECIAL �Qty 1 1 Job Reference o lienal Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries. Inc. Fri May 17 09:24.45 2019 Page 1 of 4.00 12 5x6 = 5x6 = Scale: 3116'=1' 15 " 3.4 II 5x6 = 3x5 = 2.00 12 4x10 = 8£-0 13-8.0 20-2-0 24-6-0 28-94 1 36-0-0 0 J m 8.6-0 5-2-0 646-0 4-4-0 4-34 7-2A2 Plate Offsets (X,Y)- I2:0-1-2,Edge] [3:0-4-0,0-3-01 [7:0-3-0 Edge1 [9:0-2-10 Edgei LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.57 11-12 ,761 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -1.0511-12 >410 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Hom(CT) 0.40 9 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.7811-12 >551 240 Weight 1671b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 9=1386/0-8-0 Max Hoe 2=185(LC 11) Max Uplift 2=-846(LC 12). 9=-846(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or2-6-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1Row at micipt 6-13 FORCES. (Ib)-Max. CompJMax.Ten.-Allforces 250(Ib) or less except when shown. TOP CHORD 2J=3371/2103, 3-4=-2633/1707, 4-5=2803/1850, 5-6=2968/1899, 6-8=5371/3290, 8-9=5960/3616 BOT CHORD 2-15=-1886/3159, 14-15=-1886/3153, 13-14=1343/2432, 12-13=-2958/5146, 11-12=-3368/5675, 9-11=-3362/5666 WEBS 3-15=0/306, 3-14=-866/626, 4-13=-285/671, 5-13=3791702, 6-13=-2706/1659, 6-12=-1094/1946,8-12=-611/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psC BCDL=3.Ops1; h=12ft; B=59ft; L=36ft; eave o5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-0-0 to 2-7-3, Interior(1) 2-7-3 to 37-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 DO bottom chord live load no mir cument 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) Bearing at joint(s) 9 considers parallel to grain value using ANSIrrPI 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 846 lb uplift at joint 2 and 846 lb uplift at joint 9. Thomals A. Altieni PE No.393BO MRek 1180.1nwFL' Ced6634 ''6964 Parke East Blvd. Tampa FL 33610 Date; May 17,2019 AWARMNG-Vadtydesi,n 111e90s andFIFDNOTES ON 7141SAND11AflUDW off R ERENCEPAGEWI.703 rev. 1GNY2015BEF0NE USE ��- ` Design valirl for use only with MiTek® comlesters. This design Is based only upon parameters dawn, and is for an Individual building component, not a truss system. Before use, the building designer must vorfy 0e applicabllily of design perimeters and propedy Incarcerate this design into the overall bulldingdesign. among indicated late preventbuckling ofindivilual bussmleanNorchnd members only. Addtdonai temporary, and permanent bracing MiTek' Is always repaired for stability and to prevent collapse with possible personal intury and propeM damage. For general guldance resettling the fabrication. storage. delivery. erection and bracing of Vases and truss Systems. see ANSVrPI1 Quality Dennis.DSB-89 and BC10 Building Component 6904 Parke East Blvd. SoAdylnlormadon available hem Truss Plate Ins6tule, 218 N. Lee Street Sum 312 AIexa d1a. VA 22314. Tampa. FL 36610 Truss sType Ory Ply CARLTON 299T770B9640 �A4 ]SPECIAL r 1412 1 1 �Job Relerence (optional) %neffriverb IF Ui nn... rvn rreres. IL B.1SU 5 Mar ll ZUIU MI Ielt InaUSMES. Ina. Fn May 1 f va:L4Ab ZUIU Pagel Scale: 31161 4.00 12 5,03 = 6 3x4 5 24 25 5,016 3x6 5 5x6 WB 7 3x4 -- 4 a 3 3x4 C 9 23 26 73 2 10 11 T 14 7.8 MITI BHS = 12 id` � 01 3.4 II 16 15 3xl2 0 0 3.5 = 3.4 II 5x8 = 2.00 t2 4x10 = i 8-0-0 138-0 76-0-0 tU 28-AAd9-0 36-0-0 A.6-0 S-J-0 I 4d.f1 I fiF-n Plate Offsets (X,Y)- 12:0-1-2 Edge? (8:0-3-0 Edge] [10:0-2-10 Edge]115:0-2-12,0-3-01 -- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.60 Vert(LL) -0.61 13 >709 360 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13 13 >383 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WE 0.95 Horz(CT) 0.42 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(-L) 0.84 13 >513 240 Weight: 1701b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1386/0-8-0, 10=1386/0-8-0 Max Harz 2=-207(LC 10) Mac Uplift 2=-846(LC 12), 10=-846(LC 12) FORCES. fib) -Maul. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3361/2183, 3-5=-2660/1831, 5-6=-2458/1735, 6-7=2481/1719, 7-9=-5407/3513, 9-10=-5950/3765 BOT CHORD 2-16=-1931/3146, 15-16=-1931/3146, 14-15=1489/2515, 13-14=-3185/5191, 12-13=-3510/5666,10-12=3504/5656 WEBS 3-16=0/315, 3-15=-799/546, 5-14=-344/260, 6.14=-731/1202, 7-14=-3120/2048, 7-13=-1130/1972, 9.13=-559/376 Structural wood sheathing directly applied or2-6-11 cc putting. Rigid ceiling directly applied or 2-2-0 cc bracing. 1 Row at midpt 7-14 D NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; 1161(3-second gust) Vasd=128mph; TCOL=4.2psf; BCDL=3.0psf; h=12ft; B=591b L=3611t; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-0-0 to 2-7-3, 1ntedor(1) 2-7-3 to 18-0-0. Exterior(2) 18-M to 21.7-3 zone;C-C for members and forces 8 MWFRS for. reactions shown; Lumber DOL=1.60 plate grip DOL=9.60 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcuffent 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) 10 considers parallel to grain value using ANSI/rPI 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 846 lb uplift at joint 2 and 846 lb uplift at joint 10. Thomas A. Albin PE No.19380 MTekUSA, fruC FL Ged6634 '6904 Parke East Blyd. Tampa Fl.33610 Date1 May 17,2019 AWABN/NG-VedfytleslgnparanutersandR AIOTESON.r10SANDINCLBD®,HIIFXREFFAENCEPAGEMA703r .. 10ill32015BEFONEBSE - Design valid for use only with Mffsk®connectors. This design is based only upon parameters shown, and is for an Individual building cormorant, not ��- a buss system. Before use, the building designer must verify the applicability of design parameters and property inmryorele this design into the ovemll bulliingdesigr Bredng Indicated is to prevent buckling of Individual Was web and/or chord members only. Addibnal temporary and permanent bracer, WOW Is okays required for stability and to prevent collapse with pliable personal injury and property damage. Forgenemtguldanceregardingthe fabdcagon,storage, ddivery,emetion and mining of busses and truss systems, see ANSU7Plf Ouelity Crgeda,DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Saleryfrismo Ilion evalaMefrom Truss Plate Insetute.218N.Lee S".LSuite312.Alexandda,VA22314. Tampa, FL 36610 Job Truss Truss Type Oil, Ply 299 T17089641 M11412 A5 SPECIAL 7 1 �CARLTON Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fn May 17 09:24:47 2019 4.00 12 5.6 = Scale=1:61.9 16 15 rxiu US v 3.4 II 5.8 = 4x10 2.00 12 8-6-0 1341-0 18-0-0 24-6-1 28-94 36-0-0 8-6-0 5.2-0 - 4- 6-6-0 4-3 7-2-12 Plate Offsets (X,Y)- [2:0-1-2,Edge1 [8:0-3-0,Edge1 [10:0-2-10 Edgel,[15:0-2-12 0-3-01 - -- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.61 13 >709 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.13 13 -383 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WS 0.95 Horz(DT) 0.42 10 1 1 BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Wind(LL) 0.84 13 -513 240 Weight: 170 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Raw at midpt 7-14 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1386/0-8-0,10=1386/0-8-0 Max Ho¢ 2=-208(LC 10) Max Uplift 2=846(1_C 12). 10=-846(LC 12) FORCES. (lb) -Max. ComplMax.Ten.-Allfames 250(Ib) or less except when shown. TOP CHORD 2-3=-3361/2183, 3-5=2660/1831, 5-6=-2450/1730, 6-7=2472/1713, 7-9=-5407/3513, 9-10=-5950/3764 BOT CHORD 2-16=-1931/3146, 15-16=-1931/3146, 14-15=1489/2515, 13-14=-3184/5190, 12-13=-3510/5666, 10-12=3504/5656 WEBS 3-16=01315, 3-15=-799/546, 5-14=-355/272, 6-14=-743/1219, 7-14=-3134/2058, 7-13=-1130/1972, 9-13=560/375 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VII65mph (3-second gust) Vascli 28mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=51t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-0 to 2-7-3, 1nterior(1) 2-7-3 to 18-0-0, Extenor(2) 18-M to 21-7-3 zone;C-C for members and fames & MWFRS for. reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 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 joints) 10 considers parallel to grain value using ANSUTPI 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 846111 uplift at joint 2 and 846111 uplift at joint 10. Thomas A. AlKni PE No.3938D MiTek 6S0.1neiFL Cad6634 4904 Parke East Blind. Tampa FL:33610 t051e° May 17,2019 AWARMNG-Ve*desfenpvametas READNOMSON7lOSANDINCLUDEDMIrFXREFERENCEPAGEMII.7MM. 1011=15BEFONEUSE ��- Design valid for use oniywtih MITekdt, connections. This design is based only upon paremeters sloven, and Is for an IncMdual building mmponent not a Wss system. Beforeuse, the budding designer must verify the applicability of design parameters and pmpedy Incorporate this design into the owed buildingdesign. Bracing Indicated is beansentbuddingoflndiddualtrusswebandiorchmalmembersonly. Additional temporary and permanent bracing MiTek- Isalways required far stability and to prevent collapse w+ih possible personal injury and tragedy damage. ForgenerelguldanceregaroMthe fabrication, storage, detivery, erectiv and bracing of busses weaves systems, see ANSI?PII Duality CMeds, DSB-09 and SCSI Building Component 6904 Parke East Blvd. Sa erylnformatlon available Wm Trues Plate Institute. 216 N. Lee StrsaL Suite 312, Alexandra, VA 21 Tampa, FL 36610 Truss Type Oty Ply CARLTON299 FTruss ' T77089642 ATA COMMON 7 1 Job Referents (optional) 1namoe s 1 rv., me., ran rlerCe, rL B.13U 5 Mar 11 2D15MI l ex InDUsmes. Inc. I'n May 1111B:L4:4n 2u1B 4.00 12 5.6 = 6 Scale-1:61.0 17 '" 15 "" 14 " 12 3.8 3x4 It 4.6 = 3x8 = Us = 4x6 = 3x4 II 3x8 = 8-1-1 I 1340-2 I 22-1-14 I 27-10-15 36-0-0 AA_t SA_t A V.t9 5.9d a_Lt Plate Offsets (X Y)-- (2:0-8-6 0-0-8] f10:0-86 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.28 14-15 ,999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Verf(CT) -0.59 14-15 >730 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.60 Hom(CT) 0.14 10 Na Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS WmcI(LL) 0.3414-15 >999 240 Weight: 1721to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1436/0-8-0, 10=143610-8-0 Max Holz 2=208(LC 10) Max Uplift 2=796(1_C 12), 10=-796(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. TOP CHORD 2-3=3544/2053, 3-5=2824/1651, 5.6=-2817/1766, 6-7=2817/1766, 7-9=-2824/1651, 9-10=-3544/2053 BOT CHORD 2-17=1812/3323, 15-17=1812/3323, 14-15=997/2104, 12-14=1826/3323, 10-12=1826/3323 WEBS 6-14=569/1002, 7-14=299/279, 9-14=-783/581, 9-12=0/271, 6-15=-569/1002, 5-15=-300/279,3-15=-782/581, 3-17=01271 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 13=591t, L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) A-M to 2-7-3, Interior(1) 2-7-3 to'18-", Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.011d AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 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 = ID.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7961b uplift at joint 2 and 796 lb uplift at joint 10. The A. Alban PE No.39386 M1ak USA, Im d:FL'Cartj6634 6904 Parke East Blind. Tampa FL.33610. Bata May 17,2019 AWARN/NG-Vm/Iy deaden parameters and READ NOTES ON THIS AwlINCLUDED MROr REFERENCEPAGEMII.703 rev. 101KY/OfS BEFORE USE ' Design valid for use only with Mpel®connectrs. This design is based only upon parameters strewn, and is for an individual building component not ��- a truss ovals.. Before ese, the butte, designer ..at vedy me applirabiiiy of design parameters and properly inoomorete this design into the overall bulldingdesign. Balers Indicated is to prevent bucklingoflndiMdualtmsswebandfarchordmembers only. Additional temporary and peramment trades - MiTek- IsaAvaysre9ulredforslabiliyand toprevent collapsewllh possible personal injury and property damage. Forgenemiguleanceregardingme fabdcotinn,.image, eeliv jry ereceon and bracing oltrusees and buss systems, see ANSI/rP/f Oual4CMeda, DSB-89 and SCSI BWId/ng Camponmd SafeWlnymmadon availe lefrem Truss Platelns4NIe.216N.Lee Street Suita312,Alexandda;VA22314. 6904 Parke East Blvd. Tampa.FL 36610 Job Truss Tmss Type Oty Ply 299 ' T77089643 M 11412 ATB COMMON 1 1 �CARLTON Job Reference (optional) ruu ne,,.e, r� C.13U s Mar ll ZUId MI lex InauStneS, Ina. rn Mayi / U9:Z4:49 ZU19 Scale = 1:60.9 4.00 12 5.6 = 6 3z5 = 3x4 II 3x6 = 6x8 = 6xB = US = .3x4 II 3.5 = 8-1-1 1 5-9-1 J-14 6-M 0- 4 5-9-1 8-1-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vide6 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.37 Vert(LL) -0.10 18-21 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.22 18-21 >844 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 15 Na n/a BCDL 10.0 Cade FBC2017/TP12014 Matrix -MS Wind(LL) 0.15 18-21 >999 240 Weight: 1721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid calling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpl 6-14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-208(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 15 except 2=433(LC 12), 14=-866(LC 12), 10=-240(LC 12) Max Gmv All reactions 250 lb or less atjoint(s) except2=687(1_C 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shaven. TOP CHORD 2-3=-1239/757, 3-5=437/333, 5-6=-432/448, 6-7=272//73, 7-9=376!/78, 9-10=334/220 BOT CHORD 2-18=-587/1178, 16-18=-587/1178, 12-14=-188281, 10-12=188/281 WEBS 6-14=-1096/683, 7-14=303/281, 9-14=853/614, 9-12=-13/307, 6-16=-501/665, 5-16=-302/279, 3-16=-890/616, 3-18=16/332 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2)-1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-0-0, Exterior(2) 18-M to 21-7-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 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 chard and any other members, with BCDL = IO.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 15 except at --lb) 2=433, 14=866, 10=240. Thomas A.Albard PE N0.39760 MiTek USA, Ipc FL Carl 6634 6964 Parka East Blvd. Tampa F03i-10 `.Date: May 17,2019 AWARMNG-ValtydeslgnparameMsaMBEADNOTESON7MSANDINCLUDEDMREKPEFERENCEPAGEMO-74T..IWM15BEF0 USE valid for use only Wth MiTelc® mnnectom. This design is owed only upon pedometers sMwn, and is for an individual building monument, not OFDesign a buss system. Before use, the building designer must verify Me applicability of design parameters and propedy inmrpoate this design Into the overall buildingdesign. Bracing indicated is to prevent budding ofindimdualbuss web andlorchordmembeeonly Additanaltemporery and pemianentbadng MiTek7 is always recenedforstabiliry and to prevent mllapsewtth possible personal injury and properly damage. ForgeneralguidanmregaNbgthe fabrication, storage, delivery, unseen and bracing of busses and buss systems, sea ANSIITP11 Duality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Saferylnfbrmarion available from Tours Plate Institute. 218 N. Lee Stress, Suite 312, Alexandra, VA 22314. Tampa. FL 36610 Truss Truss Type Qry Ply CARLTON 299T17089644 rMl'1412 ATC COMMON 1 1 Job Reference (optional) uuers I Fuss, mu., run nefce, IL 8.130 a Mar 11 2018 MITek Industries, Inc. Fri May 17 09:24:50 2019 �1 0 Scale=1:60.9 4.00 12 5x6 = 3.5 = 3.4 II 3x6 = 6.8 = 6.8 = 3.6 = 3.4 II 3k5 8-1-1 11-111-9 ]F-9f1. 99-1d4 929-7 9v-1ndS 4all 8-1-1 1 5.9-1 3-14. 6-11-14 0-0-9 5-M 8-1-1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) Udell Lid PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.37 Vert(L-) -0.10 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.40 Vert(CT) -0.2218-21 >844 240. BCLL 0.0 ' Rep Stress lncr YES WB 0.68 Horz(CT) 0.02 15 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(L-) 0.15 18-21 >999 240 Weight: 172.lb F7=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1Row at midpt 6-14 REACTIONS. All bearings 0-8-0 except (jt--length) 14=0-11-5. (Ib) - Max Horz 2=-208(LC 10) Max Uplift All uplift 1001b or less atjoint(s) 15 except 2=-433(LC 12), 14=-066(LC 12), 10=-240(LC 12) Max Grav All reactions 250 lb or less atjoint(s) except2=687(LC 21), 14=1635(LC 1), 10=399(LC 22), 15=349(LC 17) FORCES. (Ib) - Max. Comp./Man. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1239(757, 3.5=-437/333, 5-6=-432/448,.6-7=-2721/73, 7-9=376/778, 9-10=-334/220 BOT CHORD 2-18=587/1178, 16-18=587/1178, 12-14--188/281, 10-12=-188/281 WEBS 6-14=-1096/683, 7-14=303/281, 9-14=-853/614, 9-12=-13/307, 6-06=-501/665, 5-16=302/279, 3-16=-890/616, 3-18=16/332 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf, BCDL=3.Opsf; h=12ft; B=59ft; L=3611; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-0-0 to 2-7-3, Interior(1) 2-7-3 to 18-M. Exteror(2) 18-0-0 to 21-7-3 zone;C-C for members and forces 8 MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 18-0-0 from left end, supported at two points, 6-0-0 apart. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcument 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-M wide will fit between the bottom chard and any other members, with BCDL=10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 15 except (jt=11g) 2=433,14=866.10=240. Thomas K'Aftr iti PE No.393110 MiTak USAp Incj!L Cerf8834 6904 Perke East BNtl. Tampa FL'336f0 Data:, May 17,2019 AWARN/NG-v-diydaainit,eamefers and RE NOTESOMTNISANDINMUDFOMRFKBEfERENCEPAGEMM.743rev.fafo=158EFOR usB. ' Design sold for use only math MiTekto monsoons. This design is based only upon parameters shovm. and is foran individual building component,not ��- a truss system. Before use, the building drag., must verify Me applicability of design parameters and property incorporate this design into the overall building tlesign. Bmcng odiered is to prevent buckling of mdMdual truss web end/or chord members only. Additional tempardry and permanent bmdrg MiTek- Is eMays required for stability and to moved collapeewith possible personal injury and property damage. Forgeneed guidance regarding the fabrication, storage, delivery, erection and bracing oftusses and truss systems, see ANSMIf Quel/ty, Chl d.,DSB-89 and SCSI Building Component Sarerylnramafion availablehom Truss Plate lns6hde,218 N. Lee Street suite 312,Alexandda, VA22314. 6904 Parke East Blvd: I Tampa, FL 36610 Job Truss Truss Type Qty Ply CARLTON 219 T77089645 M11412 BHA COMMON 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8,130 s Mar 112018 MIT& Industries, Inc. Fri May 17 09:24:52 2019 Page i ID:kFvnsnOwY419Zh0_nM3lc6ylJgg-45uhQc5Dv4V1'_UaZ13sj9SES6mkoR7tDAV5FiBzFeB9 1-0-0 Be 0 150-0 24-0-0 12-0-0 140.0 156-0 1&0-0 20.0-0 22-0-0 10.1 28-0-0 3&00 ]-0-0 -0-0 MOO 4-0-0 2A0 1-&00-& 2-0-0 204 2-0-0 0.10.1 4-0-0 - 80-0 80 i-1-1 TOP CHORD MUST BE BRACED BY END JACKS, Scale: X16"=Y ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. \ 5.6 = 7x10 MT18HS 7 16 5 18 7x10 4.00 12 Z3.65 = 5x 3 0 17 is 20 1 2 21 2n 2 28 27 26 25 24 23 0 3x6 II 4x6 = 6x8 = US = 3.6 II 3x5 = 3x6 = 3,6 = 156-0 22-10-15 28-0-0 36-0-0 8-0-0 TA.n 7dd5 it_t PJVI Plate Offsets (X Y)— [2:0-0-2 Edgel [3:0-3-8 Edge] [11:0-3-0 0-3-01 [20'0-3-8 Edgel [21:0-2-8 Edgel T25:0-3-8 0-3-01 LOADING (psi) SPACING- 2-0-0 C51. DEFL. in (loc)/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.14 28-01 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.25 23-34 >619 240 MT18HS 244/190 BOLL 0.0 Rep Stress Incr NO WB 0.83 Horz(CT) 0.04 21 n/a n/a BCDL 10.0 Code FBC20171FP12014 Matrix -MS Wind(LL) 0.20 28J7 >909 240 Weight: 208 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-2-12 oc purling. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS IRow at midpt 20-25 2 Rows at 113 pis 3-26 JOINTS 1 Brace at Jt(s): 8, 4, 14, 16, 18 REACTIONS. All bearings 0-8-0 except (jt=length) 25=0-11-5. (Ib) - Max Horz 2=208(LC 6) Max Uplift All uplift 1001b or less atjoint(s) except 2=583(LC 8), 26=-1557(LC 8), 25=-1259(LC 8), 21=455(LC 8) Max Grav All reactions 2501b or less atjoint(s) except2=983(LC 13), 26=2911(LC 13). 25=2457(LC 14), 21=757(LC 14) FORCES.( (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2242/1142, 20-21=-14731724, 3-4=-213/718, 4-6=213/718, 6-8=-213/718, 8-10=-213/718, 10-11=2131718, 11-13=-213A18, 13-15=-213/718, 15-17=-213/718, 17-19=87/610, 19-20=87/610, 3-5=-199/422, 5-7=-1121391, 7-9=33/344, 12-14=0/257, 16-18=67/301, 18-20=-206/363 BOT CHORD 2-28=-971/2236, 26-28=922/2090, 25-26=-855/521, 23-25=.516/1204, 21-23=-569/1344 WEBS 8-26=-1333/1008,17-25=-979l156,3-28= 419/1254,3-26=-3236/1698, 20-23=-458/1210, 20-25=2385/1201,9-10=-706/569, 6-7=-307/241, 15-16=-462/372, 18-19=-497/418 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber COL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4). All plates am MT20 plates unless otherwise indicated. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcument 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 hearing plate capable of withstanding 583 lb uplift aljoint 2, 1557 lb uplift at joint 26, 1259 lb uplift aljoint 25 and 455111, uplift at joint 21. 9) Girder carries hip end with 8-M end setback. 10) Graphical pufflin representafion does not depict the size or the orientabon of the pudin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967lb down and 461 lb up at 28-0-0. and 967 lb down and 461 lb up at 8-0-0 on bottom chard. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ThomaiA:'A@6ni PE Nc.3B380 MiTek 6SA ht_C FL C9rt6034 "6904 Parker EaatBlvd. Tampa FL`33610 BStei� Mav 17.2019 andard AWARMNG-VelfydegigdpammelersandR DNO]ES ON.7MSANDINCLUO®MREKREFERENCEPAGEMfI-14]]re.. 1d83/2815BEFONEUSE - Design valid foruse omy Wth MiTeM connectors. This design is based only upon parameters sMwn, and is for an individual building component. not ��' ss a trusystem. Before use; the budding designer must verity Me applicability of design parameters and property ineorporete Nis design into the overall buildingdesna. Bracing indicated is to prevent buckling ofindihdualtruss web andlorchordmembers only. Adduonaltemporaryand perrom entbradng MiTek- issiesta requiredfarstability and to prevent collapse Win Possible personal injury and Property damage. For general guidance regarding the fabrication, storage, delive, erection and bracing of Images and Wss systems, see ANSPIP11 Duality Clgmia, DSB-89 and SCSI Building Component 6904 Parke East BIM. Saamylaformmion awilable form Truss Plata Inst ede, 218 N.L. Street, Suite 312, Alexandria, VA U314. Tampa, FL 36610 Jop Truss Truss Type Oty MYCARLTON 299 ' T77089645 M11412 BHA COMMON 1 1 Job Reference (optional) l:nambers Truss. Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MTek Industries, Inc. Fri May 17 09:24:52 2019 Page 2 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g45uhOc5Dv4Vr_UaZ13sj9SES6mkoR7l0AV5FIBzFeB9 LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert 1-3=-54, 20-22=54, 28-29=-20, 23-28=47(F=27), 23-32=20, 3-12=-126(F=-72), 12-20=-126(F=72) Concentrated Loads (Ib) Vert: 28=-641 (F) 23=-641(F) AWARNING-Vrdydesignparame.a dREADNOTESON.T19SANDINCLUD®MRFKREPERENCEPAGEMIF7mm.1"3120156 REUSE ' Design valid for use only Wth MiTeM connectors. This design is based only upon parameters shown, and is loran incMdual bullring component. not a truss system. Before use. the budding deslgnersomt verily Me applicability of design parameters and properly incorporate Inb design Into Me overall 7 bulldingdeogn. among hadicaftedisto prevent buciding ofindividualtnesSmi,mallorchod! members only. Additional temporary and pandered bracing Wek' Is a6vays required for stability and to prevent collapse with possible personal Injury and property damage. Forgeneml guidance regarding Me fabrication. storage, delivery. erection and budding of trusses and MAS systems, see ANShTP11 Opally CMeda, DSBd9 aod80SI Building Component 6904 Palle East Bind. Saley/nformaflon avalaWe from Truss Plate Institute, 218 N. Lee Street Suite 312.Alexandfia. VA 22314, Tampa. FL 36610 Jop Truss Truss Type Oty Ply CARLTON 299 ' T17089646 M11412 GRA HIP 1 1 Job Reference o 8onal Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MTek Industries, Inc. Fri May 17 09:24:53 2019 Page 1 . 5t Scale=1:61.9 5x8 MT18HS = 5x8 MT18HS = 4.00 12 3x4 II 5.8 = 3x4 II 3 22 23 24 25426 27 5 28 629 30 31 32 33 7 .� ,s .+o ao or as II vu 3.5 = 3x4 11 46 = U12 = 6x12 = 4.6 =. 3.4 II 3.5 = 7-10-0 16311 t 22-0-0 28-2-0 36-0-0 7-10-0 -0-0 8�-0 5-10-0 7-10-0 Plate Offsets (X,Y)— 13:0-5A,0-2-81, f5:0-4-0,0-3-01, [7:0-5-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.21 12-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Ven(CT) -0.44 12-13 >609 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.84 Horz(CT) 0.06 8 ,Na rda BCDL 10.0 Code FSC2017/rP[2014 Matra -MS Wind(LL) 0.2210-21 >999 240 Weight: 161111 FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 21c4 SP M 30 WEBS 2x4 SP No.3 *Except* 4-13,6-12:2x6SP No.2 REACTIONS. (Ib/size) 2=398/0-8-0, 13=3546/0-M.8=1252/0-8-0 Max Hot 2=-97(LC 6) Max Uplift 2=-292(LC 8), 13=2107(LC 8), 8=-799(LC 8) Max Gray 2=417(LC 17),13=3546(LC 1),8=1256(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 34-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-7-0 oc bracing. WEBS 1Row at midpt 3-13.5-13 FORCES. (Ib)-Max. CompJMax.Ten. -All tomes 250(to) or less except when shown. TOP CHORD 2-3=369/211, 3-4=-1158/2051, 4-5=-1158/2051, 5.6=-2318/1425, 6-7=2318/1425, 7-8=-2981/1789 BOT CHORD 2-15=-196/311, 13-15=-201/342, 12-13=-246/452, 10-12=1588/2818, 8-10=-1578/2786 WEBS 3-15=-181/648,3-13=-2568/1568, 4-13=-640/587,5-13=2900/1855,5-12=-1172/2196, 6-12=-611/569,7-12=-558/375, 7-10=184/651 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.0psf; h=12ft; B=59ft; L=36ft; eave=5ft; Cat. It: Ezp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 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 292111 uplift at joint 2, 21071b uplift at joint 13 and 799 to uplift at joint 8. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1371b down and 301 Ito up at 7-10-0, 103todown and 170 Ib up at 10-0-12, 103 Ib down and 170 to up at 12-0-12, 103 Ib down and 170 It, up at 14-0-12, 103 to down and 170111 up at 16-0-12, 103 lb down and 170 Ib up at 18-0-12, 103 lb down and 170 Ib up at 19-11-4, 103 Ib down and 170 lb up at 21-114, 103 lb down and 170 lb up at 23-11-4, and 103 111 down and 170 lb up at 25-11-4, and 137 to down and 301 to up at 28-2-0 on top chord, and 340 Ib down and 223 lb up at 7-10-0, 77 Is down and 1 to up at 8-0-12, 77 Ito down and 1 It, up at 10-0-12, 77 lb down and 1 Ito up at 12-0-12, 77 lb down and 1 Its up at 14-0-12, 77 lb down and 1 Ib up at 16-0-12, 77 Ib down and 1 Ib up at 18-0-12, 77 to down and 1 Ib up at 19-114, 77 Ib down and 1 lb up at 21-11-4, 77Ib down and 1 to up at 23-11-4, 77I11 down and 1 III up at 25-11-4, and 77 Ib down and 1 Ib up at 27-11-4, and 340 It, down and 223 lb up at 28-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S)section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S), Standard ThomasA. Albeni PE No:39380 MTek USA lnc2FL Carl-6634 ' 6904 Parka East Blvd. Tampa FL.33610 Data; May 17,2019 AWARMMO- VaYydesfgaparanoness andREADNOTESON TNISANDINCLUD®IRrEKREFERENCEPAGEMII-7473 rev. 10D32015191 OREVSF Design rand for use any wit MTek® correctors. This design is based day upon parameters shown, and H bran Individual building component, not a trusssystem. Said. use , to built, designer most writ' to applicability of designparameters and pmpsy Inso xinee this design into to overall bulNingdesign. BmcinglndiwtediaWpmwntbuc iMofindMdualWssweband/orOoMmembenonly. Additbnaltemporary and MiTek' pelmanentbracing Is always required for stability and t prevent collapse wit possible personal Injury and propertydamege.. Forgeneral guidance regerdiry to fabrication, stmage, delivery, erection and bracing of busses and buss systems, see AVS Jolf Quality Criteria. DSS-89 and SCSI Building Component 6904 Parke East Blvd. Sadry/nformaflon awdsve from Trues Plate Instltate.218 N. Lea Sheet Suite 312. Alexandra, VA 22314. Tampa,FL 36610 JDp Truss Truss Type Oty Ply CARLTON 299 T17089646 M11412 GRA HIP 1 1 Jab Reference o lional Cambers I was, Inc., ran Pierce, FL 8.130 s Mar 112018 MITek Industries. Inc. Fn May 17 09:24:532019 Page 2 ID:kFvnsn0wY419Zh0_nM3lc6ylJ9g-YHS3dy6sgNdKcdgmbmOyhfmd4AivAZOAPggoFezFeB8 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=54, 3-7=54, 7-9=-54, 16-19=-20 Concentrated Loads (lb) Vert 3=-137(B)5=103(B) 7=137(B) 14=-49(B) 15=-389(B) 10=-389(B) 11=-49(B) 22=-103(B) 24=-103(B) 26=-103(B) 27=-103(B) 28=-103(B) 29=-103(B) 31=-103(B) 33=-103(B) 34=49(B) 35=-49(B) 36=-49(B) 37=49(B) 38=49(B) 39=-49(B) 40=-49(B) AWARNING-VWlydeslgnpardmetersandRE NOMSONMSMDINUUMWM REFERENCEPAGEMI.7M .. 1dv0=r5BEPoRE1uSIE Design wild for use omywim MTeva connectors. This design Is based only upon parameters shown, and Is for on Indisidual building component. not a muss system. Before use, to building designer must vent' the applicability of design parameters and society Incorporate Nis design are the ovemil building design. Bmdng lndicateol to pmventbucMing of individual miss web anwrchand members only. Additional temporary and permanentbmdng MOW Is a6vaysremained for stability and as prevent collapse with possible persona! injury and propertydamege. Forgenemlguidanceregardilgfnd fabdraean, storage, delivery, erection antl bradng of Wsses end buss systems, see ANS117P11 Quality Cdfeds, DSB-89 and BCSI Saudi Component Safetylnrmmafion marinate ford Trines Plate Institute. 218 N. Lee Street, Suite 312.Alesandna, VA 22314. 6904 Parke East BIW. Tampa. FL 36610 Jo0 Truss Truss Type Oty Ply CARLTON 299 T77089647 M11412 J2 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL kCOE 8.130 s Mar 112018 MTek Industries, Inc. Fri May 17 09:24:54 2019 Page 1 I D:kFwsnOwY419Zh0_nM3lc6ylJ9g-OT7RrH7U RhIBDnky9UvBEtJwBa WwDKJepaLn4zFeB7 Scale = 1:7.8 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip,DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 , 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a rVa BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.00 7 >999 240 Weight: 8lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=37/Mechanicml, 2=141/0-8-0, 4=22/Mechanical Max Holz 2=67(LC 12) Max Uplift 3=27(1_C 12), 2=-136(LC 12), 4=-3(LC 9) Max Gmv 3=40(LC 17), 2=141(LC 1).4=31(LC 3) FORCES. (lb)-Max.Comp./Max. Ten. -All forces 250(lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pudins. SOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; 8CDL=3.0psf, h=12ft; B=5911; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcumentwith any other live loads. 3) ' This truss has been designed fora 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 lb uplift at Joint 4. Thomas A. Albeoi PE ND.39380 i.N1Teb USA JnWFL Carl BOU 89U4 Parke East Blvd. Tampa FL 33610 Date: May 17,2019 AwA NG-Verify Casl9npammeaaaandR NOTESONTNISANDINCWDMM REFERENCEPAGEbm-7473rev. mV3V?0f5BEFOREUSE Design valid for use only with MlTelob connectors. This design Is based only upon parameters shown, and Is for an individual Wilding component, not ��- a Was system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the owmal building design. Busting indicated is to prevent buckling of individual truss web doctor chord members only. Additpnal temppusry and permanent trading MiTek' Is always required forstebiliy and ropownt collapse with possible personal injury and property demage. ForgenemlgWdanceregardingibe fabrication storage. delivery, erector, and trading of Wsses and truss systems, see ANSM11 Duality Criteds,DSO-09 and Beal Building Component Satcylnformaflon evaaa le Wm Truss Plans Instibrte.218 N.Lee Street Suite 312.Alexamfia, VA 22314. 6904 PaAe Eesl Blvd. Tampa, FL 36610 Truss TrllssTypeOly Ply CARLTON299T77089648 r 1412 J4 MONO TRUSS 8 1 Jab Reference (optional) cnambers Tmss. Inc., Fort Pierce, FL 8.130 s Mar 112018 MlTek Industries, Inc. Fri May 17 09:24:542019 Page 1 ID:kFvnsnOwY4l92h0_nM3lc6ylJ9g-OT7RrH7URhIBDnky9UvBEIJt6aSFVDKJepaLn4zFeB7 -0-0 4-0-0 -0-0 4-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (roc) I/de0 L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.00 Hom(CT) -0.00 3 Na We BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.02 4-7 >999 240 LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=87/Mechanical, 2=204/0-8-0, 4=49/1illechanical Max Hor4 2=102(LC 12) Max Uplift 3=77(LC 12), 2=-159(LC 12), 4=-7(LC 12) Max Grev 3=91(LC 17), 2=204(LC 1), 4=67(LC 3) FORCES. (fib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale=1:11.1 PLATES GRIP MT20 244/190 Weight 14111 FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh, BCDL=3.Opsf; h=12fl; 13=591 L=36ft; eave=5fl; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterili-1-0-0 to 2-7-3, Interior(i) 2-7-3 to 3-10-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber 0OL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chard live load nonconcument 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) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 771la uplift atjoint 3, 159111 uplift at joint 2 and 7 lb uplift at joint 4. Thomas A.Albeni PENo.39180 . MiTek USA, Inc FLCort6634 6904 Parka Elv i Blvd. Tampa FL336IO ^Dater May 17,2019 AWARMNG-VedlydeslgnpardmefersmdR NOMONTNISANDINCLUDEOMrtIXREFFF EPAGEMII.7473m.7No=ISBEFOREUSE aaaa Design valid for use any with Mnadu connections. This design is based only upon parameters shown, and Is for an IndMCual building component. not ��- a truss systemus . Before e, the building designer must vanly mmountaintop applicability of design parameters and properly te Mis design into the mxall bulNingdeslgn. BacingIndicated istopreventbucklingoflndr,dualbuSswebandlorchordmembers only. Additional temporary and pennsineat brocing MiTek' IS elwaya required for stability and to prevent collapse with possible personal Injury and property damage. Forgenealguldancertgamingare rubrication. storage,delivery, erection and bacing of basses and buss systems. see ANSt?Plf Quality Crtleda, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safelylnlormar/on available from Tnas Plate Instibate, 21a N. Lea Sbeet. Suite 312, Alexamda. VA 22314. Tampa, FL 36610 - Truss ype Qly Ply CARLTON 299 rolbl FMONSO T17089649 412Jfi TRUSS 8 1 Job Reference o tional criambers Truss, Inc., tort Pierce, FL 8.131)s Mar 11 ZU18 MITek Industries, Inc. Fri May I U924:bb ZU19 Page 1 ID:kFvnsnOwY419Zh0 nM3lc6y1J9g-UgZg2d86C7t2mJBiBQRn4s2Dzg9egaTsTJvJWzFeB6 Scale = 1:14.6 3x4 = 4 LOADING (psf) SPACING- 2-0-D CSI. DEFL. in (lot) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.05 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) .0.11 4-7 >652 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 We Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) 0.11 4-7 >639 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=142/Mechanica1, 2=275/0-8-0, 4=70/Mechanical Max Holz 2=140(LC 12) Max UPIifD3=-129(LC 12), 2=192(LC 12), 4=-B(LC 12) Max Grev 3=148(LC 17), 2=275(LC 1), 4=100(LC 3) FORCES. (Ib)-Max. Comp./Max.Ten.-All forces 250(I1g) or less except when shown. PLATES GRIP MT20 244/190 Weight: 20 lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psh h=12ft; B=59ft; L=36ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2)-l-M to 2-7-3, Intedor(1) 2-7-3 to 5-10-4 zonal for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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.Opsf on thebottom chord in 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) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129111, uplift at joint 3, 192 lb uplift at joint 2 and 8 lb uplift at joint 4. Th6riA. Altiani PE No49380 MTek USA; Ine�FL Cal 6634 6904 Parke EastBNd. Tampa FL3361D Date, May 17,2019 A WAWNG.VedydeVgnpa2mer mdR NOTESONMiSMDINCLUOFDMITEKREFERENCEPAGEM1 7MM. 16r012018 BEFORE USE Design valid for use only with Wek® conneesrs. This design is based only upon parameters shown, and is for an ide i,dual building component not ��' a Muss system. Before use, Me building designer must vent' Me applicability of design parameters and properly Incorporate this design into the ovemll buddingdesign. Bracing indicated isWbucl ingofIndi idualMusswebaMlorchoNmembersonly. Addffluddhmereryandpemnanentbiaung WGK prewar is alemys required for sedulity and M prevent collapse WM possible personal injury and pmperty damage. For general guidance regarding Me fabdcafion: stooge,delivery, erection and bating of Musses antl truss systems, see ANSIyrPlf Duality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East She. Sarerylnformafion available Mom Tmss Plate Ins6Me, 218 N. Lee Street Suite 312, Alexandda. VA 22314. Tampa. FL 36610 Jab Truss Truss Type Oty, Pty CARLTON 299 T17089650 M 11412 J8 MONO TRUSS 11 1 Job Reference o tional chambers Truss, Inc.. Fort Pierce, FL 3a4 8.130 s Mar 112018 MTek Industries, Inc. Fri May 17 09:24:56 2019 Page 1 ID:kFwsnawY4192h0 nM3lc6ylJ9g.ys7CGz8kzI7vT5uLGuxgJIO9wN64N7pc573SryzFeB5 Scale - 1:17A Plate Offsets (X Y)— 12:0-3-14 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.14 4-7 >676 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.30 4-7 >310 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) 0.26 4-7 >368 240 Weight 26 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (Ib/size) 3=188/Mechanical, 2=348/0-8-0, 4=99/Mechanical Max Hom 2=178(LC 12) Max Uplift 3=-174(LC 12), 2=-226(LC 12), 4=-13(LC 12) Max Grav 3=195(LC 17), 2=348(LC 1), 4=141(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -Ali tomes 250(lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-M oc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12f1; B=59R; L=36f; eave=5f-, Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exte lor(2)-i-0-0 to 2-7-3, Interior(1) 2-7-3 to 7-104 zone;C-C for members and forms & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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.Dpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for buss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174lb uplift at joint 3, 226 lb uplift at joint 2 and 13 lb uplift at joint 4. Thomas A. Albini PE No.39380 MTek USAi.In ,FL Cerl`6634 4904 Parke East Slyd. Tampa FL.33610 :Ilati. May 17,2019 AWARNING.VMfydes/gnparamHersandN ONOMSOMMSANDINCLUOFDAOrEKREf£GENCEPAGEMII.7M w. IQM015BEFOREUSE Design valid for use onlywith WTeW comecbrs. This design is owed only upon parameters shown, and Is for an Individual building component, not ��- a truss system. Before use, the budding deegner must verity the applicability of design parameters and pmpedy Incorporate this design into the overall buildingdesign. Biding shouted is to prewar buckling of lndivduai truss web andbr chord members only, Addtional temporary and Permanent brads, MiTek' Is always required for stability and to prevent collapse with possible personal injury she property damage. For general guidance regarding the fabdcallon. storage deinnery, meal and bracing oftemses andbusssystems, see AN99PI1Oualdy CrRWc ,DSBA9and BCSIBUI/ding Component 6904 Pake East BIM. SaleylnformaUon available fmm Tmss Plate InstiMe.218 N. Leo Street Butte 31q Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply 219 ' T77089651 M11412 JAB MONOTRUSS 11 1 �CARLTON Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.130 s Mar 112018 MTek Industries. Inc. Fri May 17 09:24:56 2019 Page 1 ID:kFvnsnOwY419Zh0 nM3lc6ylJ9g-ys7CGz8kzl7vT5uLGuxgJ109PN6PN7pc573SryzFeB5 Scale =1:17.2 Plate Offsets (X Y)— f2:0-1-14 Edge? LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (too) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.13 4-7 >721 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.28 4-7 -331 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 HoR(CT) -0.00 3 n/a rda BCDL 10.0 Code FBC2017rTP12014 Matrix -MP Wind(LL) 0.24 4-7 -392 240 Weight: 26 lb Ff=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=184/Mechanical, 2=342/0-8-0, 4=97/Mechanical Max Hoa'2=175(LC 12) Max Uplift 3=-170(LC 12), 2=-223(LC 12), 4=-13(LC 12) Max Grav 3=191(LC 17), 2=342(LC 1), 4=138(LC 3) FORCES. (Ib)-Max.Comp./Max. Ten. -All forces 250(lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pining. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf, h=12ft; 13=591t; L=36ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-0-0 to 2-7-3, Intenor(1) 2-7-3 to 7-8-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3) ' 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. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1701b uplift at joint 3, 223 lb uplift at joint 2 and 13 lb uplift at joint 4. Thomas XWliuni PE No 9360 MTek bSA, Inc; F4Ced 6634 6901 Parke Eaat Blvd. Tampa 1`03610 -05ter May 17,2019 AWARMNG-Vedfydesrgnparame WdREADNOTESONTIOSANDINUUDEDM?EXNEFENENCEPAGEMII-7Mr .. faMOr5HFFONEUSE Design valid for use orlywilh MITna connecWrs. Thus design is based orJy upon parameters shown, and is for an Individual building component, not ��- a buss system. Before use, me building designer must very to applicability of design parameters and pmpedy Incorporate this design into the overall buildingdeslgm Bracing Indicated is to prevent backlilg ofin4adual Was web andlorclwN members only. AddiWnaltemporaryandpermanenlbmcing Isalways reeubed for stability and to prevent collapse wi i enable personal Injury end propeM damage. For general guidance rating, the MITOk- fabrication, storage. deliveryry erection and braces of trusses and tons systems, see ANSWPll Dua/dy crRe s, DS9-a9 and Al lBullding component Sahrylnlormatlon available tons from Truss Plata Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. 6904 Padua Ent Blvd. Tampa, R 36610 Jqb Truss Truss Type Dry Ply CARLTON 299 ' T77089652 M11412 KJ8 MONO TRUSS 2 7 Jab Reference o tional nambers Truss, Inc., Fort Pierce, FL 10 13 3x4 = 8.130 s Mar 112018 MITek Industries, Inc. Fri May 17 09:24:57 2019 Page 1 ID:kFvnsn0wY4192h0_nM3lc6ylJgg-02haTJ9Mkc7m4FTXgcSv VxOynWn6VOKnoODPzFeB4 2.83 12 3x4 0 12 14 2x3 II iF. Scale* 3x4 = 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de0 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.21 Vert(LL) -0.05 6-9 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.10 6-9 >999 240 BCLL 0.0 ' Rep Stress Inner NO WS 0.35 Horz(CT) 0.01 5 n/a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) -0.04 6-9 >999 240 Weight 441b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 on; bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=90/Mechanical, 2=462/0-11-5, 5=406/Mechanical Max Harz 2=178(LC 8) Max Uplift 4=102(LC 8).2=-187(LC 8), 5=-118(LC 8) FORCES. (Ib)-Max. Comp./Max.Ten.-All forces 250(lb) or less except when shown. TOP CHORD 2-3=-866/230 BOT CHORD 2-6=234/833, 5-6=-234/833 WEBS 3-6=0/287, 3-5=-913/257 NOTES- 1) Wind: ASCE 7-10; Vul1=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsh h=12ft; B=59ft L=36ft; eave=5ft; Cal. II; Exp C; Encl.. GCp1=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.66 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcumm ith any other live loads. 3) ' 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-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1021b uplift atjoint 4,'l87 lb uplift at joint 2 and 118 lb uplift atjoint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 58 lb up at 2-11-0, 39 lb dawn and 58 lb up at 2-11-0, 8 lb down and 101 lb up at 5-8-15, 8 Ib down and 101 lb up at 5-8-15, and 42 lb down and 143 lb up at 8.6-14, and 42 lb down and 1431b up at 8.6-14 on top chord, and 47 lb down and 28 lb up at 2-11-0, 47 Ile down and 28 Ib up at 2-11-0, 47 lb down at 5-8-15, 47 lb down at 5-8-15, and 31 lb down and 14 lb up at 8-6-14, and 31 Ib down and 14 lb up at 8-6-14 on bottom chord. The design/selection of suchconnection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or hack (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-4=54, 5.7=20 Concentrated Loads (Ib) Vert: 10=80(F=40, B=40) 11=2(F=-1, B=-1) 12=-83(F=-42, B=-42) 13=14(F=7, B=7) 14=-20(F=l 0. B=-10) 15=-50(F=-25, B=25) 7116maa A Altiani PE No.39360 MTek USA, IncrFLCert-6634 '�6904 Parke, East Blvd. Tampa FL.73610 Datei, May 17,2019 AWARMNG-Verily EeslgnparametersanCFEADNOMSONDOSANDINMUDMMREKNEFEFENCEPAGEWIJll M.. 10D1c?015,91 OiWUSS, Design valid for use only with Imitates mnneco s. This design Is based pay upon pamencem shown, and Is for an IndMdual building component not ��' a truss system. Before use, the bantling designer must verify Me 8mPlicabllity of design pa arroare and property incorporate Mis design into Me overall huildingdealgn. BmdnglndimtedbtopmventbucklllgoflndiNduWtrusswebandlorMordmembemonly. Additional temporary and permanent anteing M!Tek' Is always required for stability and ro prevent collapse with possible personal injury and property damage. For general guidance regarding Me fabrication, storage, delivery, erection and bmdng of trusses and buss systems, see ANSWPII Quality CMeda, DSB-69 and BOSI SoUd/ng Component 6904 Parke East BIW. Sahfylnlormatlon available from Trlas Plate Institute, 218 N. Lee Steel, Suite 312.00exendda, VA 22314. Tampa, FL U610 Jap Truss TrussType Oty Ply CARLTON 299 ' T17089653 M17412 KJAB MONO TRUSS 2 1 Job Reference (optional) ChambersTmss, Inc., Fart Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Fd May 17 09:24:58 2019 Page 1 ID:kFvnsnOwY419Zh0 nM3lc6ylJ9g-vFFyhfA_VwFdiP2jOJzBOjUbgBsJry4vYRYZw FeB3 _10 6-10-0 I 11-0-3 1-50 6.10-0 4-2-0 10 2 13 2.83 12 14 3x4 6 2.3 II IN Scale=1:19.9 3x4 = 3x4 = 6-10-0 11-0-3 6.10-0 I 4.2-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate GOP DOL 1.25 TC 0.20 Vert(LL) 0.06 6-9 ,999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(CT) -0.08 6.9 >999 240 BCLL 0.0 ' Rep Stress their NO WB 0.34 Horz(CT) 0.01 5 n/a Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 43 lh FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-M cc puriins. SOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (fib/size) 4=106/Mechanical, 2=447/0-11-5, 5=385/Mechanical Max Horz 2=175(LC 8) Max Uplift 4=107(LC 8), 2=321(LC 8). 5=-202(LC 5) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD 2.3=-846/526 BOT CHORD 2-6=520/815, 5-6=-520/815 WEBS 3-6=0/268, 3-5=884/565 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psh h=12ft; B=59ft; L=36ft; eave=5ft: Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 3) ' 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. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 107 lb uplift at joint 4, 321 Ib uplift at joint 2 and 202 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 39 lb down and 58 lb up at 2-11-0, 39 lb down and 58 lb up at 2-11-0. 8 lb down and 101 lb up at 5-8-15, 8 lb down and 101 lb up at 5-8-15, and 42 Ib down and 143 Ib up at 8.6-14, and 42 Ib down and 143 lb up at 8-6-14 on top chord, and 31 lb up at 2-11-0. 31 lb up at 2-11-0, 10 lb down and 30 lb up at 5-8-15, 10 lb down and 30 In up at 5-8-15, and 31 lb down and 14 lb up at 84i-14. and 31 lb down and 14 lb up at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-54, 5-7=-20 Concentrated Loads (lb) Vert: 10=80(F=40, B=40) 11=-2(F=-1, B=-1) 12=-83(F=-42, B=42) 13=14(F=7, B=7) 14=-20(F=-10, B=10) 15=-50(F=-25, B=25) Thomas A Altiani PE No.39360 MiTekUSA. ln'ciFLQert6634 .-69g4 Parke East Blvd. Tampa FL.33610 �atei May 17,2019 AWARMING- Vu/ydmignparemerers amll E NO7E3 ON TIOSANDINCLUDm MIrFXRSIMMICEPAGEM-7d73 ray.iNa]24f6BEPoRE USE Design valid for use only win MTak® camecmrs. This design is based only upon parameters shown, and Is for an inclMdual building component. not ��- a truss system. Before use, the building designer must verily toe appaoebility of design parameters and prepedy ncoryorste nis design into toe overall building design among Indicated is to prevent buckling ofmaraca! buss web mWor moral members only. AddlMonal temporary and permanent among MiTek' is aMays requiredforstabiliy and to prevent coaapsewith possible personal injury and Popery damage. For general guidance regarding toe fabrication. storage, delivery erection and bracing of busses and miss systems, see ANSI?Plf Dually Crf cola, DSB-89 and Best Building Component Safeyla7ormaflon evadable fmm TM9 Plate InsfiMe.218 N. Lee Street Sulle 312. Alexandda, VA 22314. 6904 Parke East Blvd. Tampa. FL 36610 Symbols PLATE LOCATION AND ORIENTATION 1 24" Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0- '14' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or th by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIrrP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate 'Connected Wood Trusses. Numbering System 6I "4"8 I dimensions shown In xteenths III (Drawings not to scale) JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSlfTPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/rPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI?PI 1. S. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or pur ins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 f. spacing, or less, if no ceiling Is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise: 16. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (fmnl, back, words and pictures) before use. Reviewing pictures alone is not sufficient 20. Design assumes manufacture in accordance with ANSI/rPI 1 Quality Criteria.