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HomeMy WebLinkAboutCSM ENGINEERING(0/0 9rG 5-Z6- Truss Type city Plv OCEANIQUE BLDG. C Fobtruss 684 Al HALF HIP 267 1 Job Reference (optional) Custom Truss, Delray Beach, FL 33444 LOADING(psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/rP12014 LUMBER - TOP CHORD 2x4 SP No.2 P BOTCHORD 2x4 SP No.2 P WEBS 2x4 SP No.2 P BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. REACTIONS. (lb/sae) 3 = -24/Mechanical 4 = -90/Mechanical 5 = 53710-8-0 (min.0-1-8) Max Harz 5 = 404(LC 11) Max Uplift 3 = -338(LC 11) 4 = -228(LC 11) 5 = -435(LC 12) Max Grav 3 = 187(LC 10) 4 = 137(LC 10) 5 = 769(LC 18) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-9=592/474, 2-9=579/501, 2-10=428/435, 3-10=4221460 BOTCHORD 1-5=512/578 WEBS 2-5=509/622 NOTES- 1) W nd: ASCE 7-10; Vult= mph (3-second gust) Vasd=132mph; TCDL=8.0psr; BCDL=4.Opsf; h=25fL B=45ft; L=24ft; eave=nF Cat II; Exp D; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-M to 3-10-4 zone; cantilever left and right exposed; end vertical left and fight exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 27 2019 MiTek Industries, Inc. Mon Nm 2515:02:14 2019 Page 1 ID:oshHLo✓. iB6 pgDHRyalg3-08SdSgPV ftM7P/RCIwaOLyZEGeK7bl(pxMEUAyFd2t 3-5�-0-0 35-8 0-� I 1.5x4 = 1614 dl 1.WQ30-0 CST. DEFL in (loc) TC 0.56 Verl 0.01 4-5 BC 0.77 Vert(CT) 0.01 4-5 WB 0.11 Horz(CT) 0.30 3 Matrix -AS 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 20.01 on the bottom chord in all areas where a rectangle 3-6-( tall by 2-M wide will fit between the bottom chord and E other members. 4) Lumber designated with a "P" is pressure -Vested will preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates should t protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment r be used 9 it does not corrode the plates. If ACC, CBA, c CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 338 lb uplift atjoir 22B lb uplift at joint 4 and 435lb uplift at joint 5. 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 sheetroek be applied directly to bottom chord. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 9) Waming: Additional permanent and stability bracing I truss system (not part of this component design) is alwa required. LOAD CASE(S) Standard Scale=1:27.2 SCA NNED St �uBy Cie County I/de8 L/d I PLATES GRIP aSM�Engineering, LLC. 72-ZOP4601"=21% Approved ❑ Approved as Corrected ❑ Revise and Resubmit ❑ Submit Specified Item This review is only for general conformance with the design concept of the project and general compliance with the information given in the Contract Documents. Corrections or comments made on the shop drawings during this review do not relieve contractor from compliance with the requirements of the plans and specifications. Approval of a specific item shall not include approval of an assembly of which the item is it component. Contractor is responsible for: dimensions to be confirmed and correlated at the jobsite; information that pertains solely to the fabrication processes or to the means, methods, techniques, sequences and procedures of construction; coordination of the Work of all trades; and for performing all work in a safe and satisfactory manner. n REVIEWED FOR CODE COMPLIANCE ST. LUCIE/�COUNTY BOCC l n-05--�7 Job • ITruss Truss Type Qty Ply OCEANIQUE BLDG. C 190684 A2 HALF HIP 9 1 Job Reference (optional) Custom Truss, Delray Beach, FL 33444 Ep oto (r� O J eCl 4v � deQP Qe 5w 8.240 s Jul 27201 i k Industries, Inc. Mon Nov 25 15:02:15 2019 Page 10-0-0 a ID:oshHLow5gHuWPSgXWH 7HzpzlHEk?wG96et2fegr37RT2b6oOcyFd2s 1.5a4 = 1.5x4 II 1.51sk0 10-0-0 2-0-0 2-4-0 7-6-8 2-M 5-2-8 Scale=1:23.6 Plate Offsets (X,Y) - 11:0-0-0,0-0-131.13:0-2-0,0-0-11 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.86 Ven(LL) 0.07 4-5 >841 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.45 Vert(CT) -0.09 4-5 >704 180 BCLL 0.0 ' Rep Stress lncr YES WE 0.14 Horz(CT) -0.16 3 n/a We BCDL 10.0 Code FBC20171TPI2014 Matra -AS Weight 31 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 P BOT CHORD 2x4 SP No.2 P WEBS 2x4 SP No.2P WEDGE - Left: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied, exceptend verticals. BOTCHORD Rigid ceiling directly applied. REACTIONS. (Ib/size) 3 = 188/Mechanical 4 = 40/Mechanical 5 = 600/0-M (min.0-1-8) Max Harz 5 = 382(LC 11) Max Uplift 3 = -196(LC 9) 4 = -20(LC 9) 5 = 465(LC 12) Max Grav 3 = 225(LC 17) 4 = 83(LC 3) 5 = 600(LC 1) FORCES. (lb) Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=51M355, 2-9=337/206, 9-10=322/226, 3-10=317/258 BOTCHORD 1-5=332/531 2-5=498f768 '101*_ 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=8.0psf, BCDL=4.Opsf; h=25ft; B=45ft; L=241t; eave=oft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Fxterior(2) 0-M to 3-M. Interior(1) 3-M to 7-6-4 mne; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem 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-M wide will fit between the bottom chord and any other members. 4) Lumber designated with a °P" is pressure- treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used 6 it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, Improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 5) Refer to girdegs) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 196 lb uplift at joint 3 , 20lb uplift at joint 4 and 4651b uplift at joint 5. 7) This truss design requires that a minimum of 7116" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARLG.FORMES' FL LIC.'NQ 206Q9 55SS,POMPANQ. PKW 1(: PAMPANO BEACH,.FL-33069- (954)A682.6661 Truss Truss Type Qty Plv BLDG. C r1Job 190684 HJ3 DIAGONAL HIP GIRDER 4 �OCEANIQUE Job Reference(optional) Custom Truss, Delray Beach, FL 33444 8I2 Jul 2019 MiTek Indushies, Inn. Mon Nov 2515:02:17 2019 Pagel 0 ID:oshHLo�fgHuV7 wRyatg3g814iRNpa3hHbO76LldC3yNVREMXUMVvbv5VyFd2q 5-65 1 2-0-0 1 J-0 PH 4X5 = 1.5x4 11 1,15�W-0 10-0-0 Scale=1:23.5 LOADING(psf) SPACING- 15-0 CSI. DEFL. in (loc) Vdefi L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.04 4-5 >685 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 1.00 Vert(CT) 0.04 4-5 >633 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.08 Horz(CT) 0.36 3 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Weight 271b FT=20% LUMBER - TOP CHORD 2x4 SP No.2 P BOT CHORD 2x4 SP No.2 P WEBS . 2x4 SP No.2 P BRACING- TOPCHORD Structural wood sheathing directly applied or S-M oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied. REACTIONS. (Ib/size) 3 = -145/Mechanical 4 = -230110echanical 5 = 311/0-11-5 (min.0-1-8) Max Horz 5 = 268(LC 7) Max Uplift 3 = -302(LC 14) 4 = -360(LC 17) 5 = -1020(LC 4) Max Grav 3 = 157(LC 24) 4 = 231(LC22) 5 = 774(LC 29) FORCES. (Ib) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=347MM NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=8.epsF BCDL=4.Opsf; h=25f; B=45ft; L=24ft; eave=4f; Cal II; Exp D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; 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 20.0psf 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) Lumber designated with a °P° is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used If it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint 3 , 360 lb uplift at joint 4 and 1020 lb uplift at joint 5. 7) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated cad(s) 451b down and 118 lb up at 15$ 45 Ib down and 1181b up at 15-0, and 164lb down and 291 lb up at 4-2-15, and 164 Ib down and 291 lb up at 4-2-15 on top chord, and 10lb down and 521b up at 1-5-0, 102a down and 521b up at 1-5-0, and 201 Ib down and 337lb up at 4-2-15, and 201 lb down and 3371b up at 4-2-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) Wanting: Additional permanent and stability bracing for toss system (not part of this component design) is always required. 10) 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 (pit) Vert 1-3=64, 4-6=14 Concentrated Loads (Ib) Vert 9=11(F=5, 13=5)10=220(F=110, B=110) 11=1 B(F=9, B=9)12=291(F=146, B=146) CARL ©;;FORGES FL OC.AO- 20699, 555 S:.POMPANO PKWY. PAMPANO BEACH, FL=330w (954) 687A651 Job Tn'u Truss Type Qty Hy OCEANIQUE BLDG. C 190684 HJ3A JACK -CLOSED GIRDER 1 1 Job Reference o 'onal Custom Truss, Delray Beach, FL 33444 LOADING(psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25. BCLL 0.0 ' Rep Stress Ina NO BCDL 10.0 Code FBC2017/rP12014 LUMBER - TOP CHORD 2x4 SP No.3 P BOT CHORD 2x4 SP No.2 P WEBS 2x4 SP No.3 P BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-4 oc pudins, except end veNcals. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing REACTIONS. (Ib/s¢e) 4 = -155/Mechanical 5 = 694/0-9-14 (min. 0-1-8) Max Hom 5 = 394(LC 7) Max Uplift 4 = -467(LC 18) 5 = -739(LC 4) Max Grav 4 = 477(LC 6) 5 = 785(LC 26) FORCES. (lb) Max. Comp./Max. Ten. - Al forces 250 (Ib) or less except when shown. TOPCHORD 1-9=297/190, 2-9=313/166, 2-3=-315/200, 3-0=262/274 BOTCHORD 1-10=165/307, 5-10=165/307 2-5=391/394 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=B.Opsf,, BCDL=4.Opsf; h=25f1; B=45ft; L=24ft; eave=01; Cat II; Up D; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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-M wide will fit between the bottom chord and any other members. 10-0-0 2019 MTek Industries, Inc. Mon Nov 2515:0218 2019 1.5x4 11 Scale=1:21.1 iM. II .1-.1..10-00 CSI. DEFL. in (loc) Vdefl Ud TC 0.98 Vert(ILL) -0.02 45 >915 240 BC 0.76 Vert(CT) 0.02 4-5 >999 180 NB 0.12 Horz(CT) -0.00 4 n/a n/a Matra -MP 4) Lumber designated with a "P' is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment Company. Borate or other suitable treatment may be used N it does not comode the plates. If ACQ, CBA. or CA-B treated lumber is used, improved Corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 467 Ib uplift at joint 4 and 739 It, uplift at joint 5. 7) Hangers) or other Connection device(s) shall be provided sufficient to support Concentrated load(s) 651b down and 1831b up at 1-8-11, and 651b down and 183 lb up at 15-10 on top chord, and 11 lb down and 671b up at 1-8-11, and 11 lb down and 671b up at 1-8-10 on bottom chord. The deslgn/selection of such Connection device(s) is the responsibility of others. 8) Warning: Additional permanent and stability bracing for teas system (not part of this Component design) is always required. 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 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-3=90, 4-6=20 Concentrated Loads (Ib) Vert 10=21(F=11, B=11) PLATES GRIP MT20 244/190 Weight 251b FT=20% CARL,G.. FORGES FL uc: NO•i 2.o699 M5 S: PaMPANO.PKWY. PAMPANG GEACH, FL33069- (954)682-6651 Job hues Truss Typo ov Plr OCEANIQUE BLDG. C 190684 HJ3B JACK -CLOSED 1 1 Job Reference(optional) Custom Truss, Delray Beach, FL 33444 LOADING(psf) SPACING- 2-M TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP No.2 P BOT CHORD 2x4 SP No.2 P WEBS 2x4 SP No.2 P BRACING- TOPCHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 4 = -116/Mechanical 5 = 543/0-8-2 (ntin.0-1-8) Max Hom 5 = 396(LC 11) Max Uplift 4 = -538(LC 11) 5 = -446(LC 12) Max Grav 4 = 306(LC 10) 5 = 752(LC 18) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=590/493, 2-3=-400/438, 3-4=-472/408 BOTCHORD 1-5=506/587 i25E.i1BVAN NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=8.0psf; BCDL=4.Opsf; h=25ft; B=45111; L=24ft; eave=4ft CaL II; Exp D; Encl.. GCpi=0.18; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C far 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 bad 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. ,�J,2 Jul 27 2019 MTek Industries Inc. Mon Nov 2515:02:19 2019 Page 1 10-0-0 ID:oshHLow5gHuWP5t77.'fogDHRyalg3-k5GNNNTeLBJ04WYVEL5HU2p7F_k?NX3zD479NyFd2o 1.5x4 II Scale = 1:21.2 3 „10-00 CSI. DEFL in (loc) Well L/d PLATES GRIP TC 0.52 Vert(ILL) 0.01 4-5 >999 240 MT20 244/190 BC 0.71 Vert(CT) 0.01 4-5 >999 180 WB 0.13 Hor4CT) 0.00 4 n/a n/a Matrix -AS Weight 23 lb FT = 20% 4) Lumber designated with a 71 is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used If it does not corrode the plates. If ACID. CBA, or CA-B treated lumber is used, Improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 538 lb uplift at joint 4 and 446 lb uplift at joint 5. 7) This truss design requires that a minimum of 7116' structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL,O;EORBES' FL UdA 20599 55SS POMPANaRMV Y. PAMPANG BEACH; FL:3§069 (SU)16824MI Jab Truss Truss Type Oty wy OCEANIQUE BLDG. C 190684 HJ7 ROOF SPECIAL GIRDER 1 1 Job Reference (optional) Custom Truss, Delray 1.S 4 II 1a 10 1381Wi 22 9 1nAa13d 6-a0 1 -a0 1a36 1aS2 2-11 'aS10 M12 I 1-00 336 - 2 o-2-0 LOADING(psf) SPACING- 1-6-0 CSL DEFL. in (loc) Udell Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) -0.25 5-0 >354 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(CT) 0.21 5-6 >415 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr NO WB 0.14 Horz(CT) 0.15 4 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight 46 lb FT=20% LUMBER - TOP CHORD 2x4 SP M 30P GOT CHORD 2x4 SP No.2 P WEBS 2x4 SP No.2 P'Except* ' W15:2x4SPNo.3P BRACING- TOPCHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 4 = 339/1dechanical 5 = 73/Mechanical 6 = 23210-11-5 (min.0-1-8) Max Hoe 6 = 285(LC 7) Max Uplift 4 = -321(LC 5) 5 = -245(LC 14) 6 = -842(LC 8) Max Grav 4 = 339(LC 1) 5 = 402(LC 26) 6 = 938(LC 29) FORCES. (Ib) Max. CompJMax. Ten. - Al forces 250 (Ib) or less except when shown. TOPCHORD 1-10=443/213, 2-10=409/249, 2-11=461/302, 3-11=346/196 BOTCHORD 1-13=194/421, 6-13=194/421, 6-14=313/385, 14-15=313/385, 15-16=313/385, 5-16=313/385 25=517/455, 3-5=,3531254 NOTES- 1) Wind: ASCE 7-10: VuIt=170mph (3-second gust) Vasd=132mph; TCDL=B.Ops , BCDL=4.OpsF h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp D; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Al plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 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-M wide all fit between the bottom chord and any other members. 5) Lumber designated with a "P' is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection Is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 321 lb uplift at joint 4 , 245 lb uplift at joint 5 and 842lb uplift at joint 6. 8) Following Joints to be plated by quallfied designer: Joint(s) 5, not plated. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500m. 10) Hange0s) or other connection device(s) shall be provided sufficient to support concentrated Icad(s) 45 lb down and 95lb up at 1-5-0, 45lb down and 95 lb up at 15-0, 216 lb down and 313lb up at 4-2-15, 215lb dam and 313 lb up at 4-2-15, 141 lb down and 93 lb up at 7-0-14,141 lb down and 93 lb up at 7-0-14, and 160 lb down and 185 lb up at 9-10-13, and 168 lb doom and 206 lb up at 9-10-13 on top chord, and 10 lb down and 47 lb up at 1-5-0, 10 lb down and 47lb up at 1-5-0, 1851b down and 266 lb up at 4-2-15, 185lb down and 266 lb up at 4-2-15, 35lb down and 42 lb up at 7-0-14. 35lb down and 42 It, up at 7-0-14, and 78 lb down and 84lb up at 9-10-13, and 51 lb down and 23 lb up at 9-10-13 on bottom chord. The desigrJselection of such connection device(s) is the responsibility of others. 11) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is allays required. - 12) 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 (pIQ Vert 1-4=67, 5-7=15 Concentrated Loads (lb) Vert 10=4(F=2, B=2)11=257(F=129, B=129) 12=180(F=89, B=-90)13=21(F=10, B=10) 14=269(F=135, 13=135)16=92(F=14, B=-78) GARLP F.ORSES- FL IIC.`NQ`20689; 5555 POMPANO.PKWY. PAMPANO BEACH,'FL 33069 (95¢) 662,6651 Job Truss Truss Type Qty Pl=Refw� LDG. C 190684 11 CORNER JACK 8 Custom Truss, Delray Beach, FL 33444 2x4 = 10-M 11-0-1 8.240 s Jul 27 2019 MiTek Industries, Inc. Mon Nov 25 15:02:212019 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 30.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) -0.00 6 n/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(CT) -0.00 6 Nr 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matra -MP LUMBER - TOP CHORD 2x4 SP No.2P BOT CHORD 2x4 SP No.2P BRACING- TOPCHORD Structural wood sheathing directly applied or 1-M oc purlins. BOTCHORD Rigid ceiling directly applied or 6-M a bracing. REACTIONS. (lb/size) 2 86/Mechanical 3 = 23/Mechanical Max Horz 2 = 46(LC 1) 3 = 83(LC 12) Max Uplift 2 = -70(LC 12) 3 = 45(LC 12) Max Grav 2 = 86(LC 1) 3 = 24(LC 3) FORCES. (Ib) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES• 1) W nd: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=8.OpsF BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat II; Exp D; End., GCpi=0.18; MWFRS (directional) and C-C FFxterior2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcoment 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-M wide will fit between the bottom chord and any other members. 4) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used In this lumber. Plates should be protected from corrosion per the recammendalion of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. It ACC, CBA. or CA-S treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of thus to bearing plate capable of withstanding 7011a uplift at joint 2 and 45 lb uplift at joint 3. 7) Non Standard bearing condition. Review required. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Scale = l All PLATES GRIP MT20 244/190 Weight, 4lb FT=20% OARLIG FORSES FL LIC:' WQ 4699 555 S POMPANO PKWY. PAMPANO:BEACH, FL33069 (9U)I82-SNI Job Truss Job TussType ar %v OCEANIQUE BLDG. C J1A CORNER JACK 2 1 Jab Reference 'anal Custom Truss, Delray Beach, FL 33444 luV-u 6.240 aJU L71p19 MI I eKIMuanias, IM. Mon 14W Lb lb.W:22 Lula Pager 19:qs-�_�HuWPegXf q[)HRyalq&97e7PVWd6h NMH4..ftMS9ZGHVfBlgmiyFd9 1-4-11 1-4-11 2x4 = 310-0-0 11-4-12 LOADING(ps) SPACING- 2-" CS. DEFL. in (loc) Well Ltd TCLL 30.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 6 ntr 120 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Veit(CT) -0.00 6 ntr 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n1a Na BCDL 10.0 Code FBC2017lTPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 P BOT CHORD 2x4 SP No.2 P BRACING- TOPCHORD Structural wood sheathing directly applied or 1-4-11 oc purlins. BOTCHORD Rigid ceiling directly applied or 6-M oc bracing. REACTIONS. (lb/size) 2 = 123/Mechanical 3 = 29/Mechanical Max Horz 2 = 67(LC 1) 3 = 122(LC 12) Max Uplift 2 = -103(LC 12) 3 = -59(LC 12) Max Grav 2 = 123(LC 1) 3 = 32(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; TCDL=B.Opsh, BCDL=4.Opsf; h=25ft; B=451t; L--24ft; eave=oft; Cat II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 2D.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) Lumber designated with a T" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its Intended use. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 2 and 59 Ito uplift atjoint 3. 7) Non Standard bearing condition. Review required. 8) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Scale =1:117 PLATES GRIP MT20 244/190 Weight 5lb FT = 20% CAM t3 FORBES F� uc� Dios zosss. 555 S PQMPANQ PKwy; PAMPAN-0 BEACH, FL'33069 1. (95 6824M Job Tmas TmssTypa Qy Ply OCEANIQUE BLDG. C 190684 J1B CORNERJACK 2 1 10 0 Job Reference 'oral Custom Truss, Delray Beach, FL33444 5.29 sJul 21 Lulu MI Iel(Industries, Inc. Mon Nov 25 i5:02:232019 Pagel ID:osha�HuWPsgXfogDHRyalg3EsV010Vv80Dpq?NhGTbP1RKCWsUUnCXfim2Dl8yFd2k 1-0-0 1-0-0 ax4 = 10-0-0 10-7-11 Scale =1:7.3 LOADING(pst) SPACING- 2-M CSI. DEFL. in (loc) Vdeg Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC US Vert!-L) -0.00 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 VergCT) -0.00 6 n/r 120 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(CT) 0.00 rVa nla BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight 3 lb FT = 20 LUMBER - TOP CHORD 2x4 SP No.2 P BOT CHORD 2x4 SP No.2 P BRACING- TOPCHORD Structuralwood sheathing directly applied or 1-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 6-M cc bracing. REACTIONS. (Ib/size) 2 = 83/Mechanical 3 = 26/Mechanical Max Horz 2 = 76(LC 1) 3 = 94(LC 12) Max Uplift 2 = -75(LC 12) 3 = -40(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=338/101 BOTCHORD 1-3=761347 NOTES- 1) Wind: ASCE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=B.Opsf; BCDL=4.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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-M wide will fit between the bottom chord and any other members. 4) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 751b uplift at joint 2 and 40 lb uplift at joint 3. 7) Non Standard bearing condition. Review required. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL.M FORSES Fc uc: Rio: 2009 566 5 POMPANO PKWY. PAMPANO BEACM, FL s33069 {954) 682=6fiS'1 Job Truss Truss Type Oh' Plv OCEANIQUE BLDG. C 190684 J3 CORNER JACK 8 1 Job Reference(optional) Custom Truss, Delray Beach, FL 33G LOADING(psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr VFS BCDL 10.0 Code FBC2017ITP12014 LUMBER - TOP CHORD 2x4 SP No.2 P BOT CHORD 2x4 SP No.2 P WEBS 2x4 SP No.2 P BRACING- TOPCHORD - Structural wood sheathing directly applied or 3-M oo purlins. BOTCHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (Ib/size) 3 = -186/Mechanical 4 = -277/1viechanical 5 = 78610-8-0 (min. 0-1-8) Max Hom 5 = 245(LC 12) Max Uplift 3 = -190(LC 18) 4 = -291(LC 18) 5 = -210(LC 8) Max Grav 3 = 60(LC 10) 4 = 132(LC 10) 5 = 786(LC 1) asJul L/ zu19 MI I eKIWUSVIe. IM. Mon NM [o lo:UL:L1 Ll1lY Y age I 10-0-9D:MhHL+Nivl sgXfogDHRyalg3-0sV0K7W8OQpq?Nh'GTbP1RKCVxsR?xBOtu2D18yFd2k 3-0-0 ' 3-0-0 k 1m-9 10-0-0 13-0-1 Scale=1:19.2 CSL DEFL. in (loc) I/deft L/d PLATES GRIP TC 0.27 Vert(LL) -0.00 5 >999 240 MT20 244/190 BC 0.37 Vert(CT) 0.00 5 >999 240 WB 0.07 Horz(CT) 0.09 3 Na n1a Matrix -MP Weight 15lb FT=20% 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) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 5) Refer to girders) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 to uplift at joint 3 , 291 lb uplift at joint 4 and 210 lb uplift at joint 5. 7) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. FORCES. (lb) LOAD CASE(S) Max. Comp./Max. Ten. - Al forces 250 (11 or less except Standard when shown. TOPCHORD 1-2=311/227 BOTCHORD 15=270/344 2-5=386/419 NOTES 1) Wind: ASCE 7-10: Vult=170mph (3-second gust) Vasd=132mph; TCDL=8.Opsb BCDL=4.Opsh, h=25ft; B=45ft L--24ft; eave=oft; Cat II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; cantilever left and night exposed ; end verfical left and right exposed;C-C 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. CARLG FORBES FLUO NO"20699, 555 t-POMPANO PKWY;; 0AMPANO a,FAGH; FL 33069 OU)'6826651 Job Tress Truss Type 0tr Plv OCEANIQUE ILDG. C 190684 J3A CORNERJACK 2 1 Job Reference o dorsal Custom Tress. Delray Beach, FL 33444 10-0-0 8.240 JUX97 2019 MfTek Industries, Inc. Mon Nov 2515:02:24 2019 Scale=1:11.8 11-7-3 2-8-0 3-0-0 2-8-0 0-4-0 LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Gnp DOL 1.25 TC 0.68 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.23 Horz(CT) 0.08 3 Na n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Wind(LL) -0.00 4-5 >999 240 Weight: 12 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 P BOT CHORD 2x4 SP No.2 P WEBS 2x4 SP No.2 P WEDGE Left 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied or 3-M oc puriins. BOTCHORD Rigid ceiling directly applied or 8-7-7 oc bracing. REACTIONS. (Ib/size) 3 = -217/Mechanical 4 = -24511v1echaniral 5 = 786/0-8-0 (min. 0-1-8) Max Horz 5 = 118(LC 12) Max Uplift 3 = -217(LC 1) 4 = -245(LC 1) 5 = -037(LC 12) Max Grav 3 = 144(LC 12) 4 = 184(LC 12) 5 = 786(LC 1) 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) Lumber designated with a "P' is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used ff d does not corrode the plates. If ACO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 217lb uplift atjoint 3 , 245 Ib uplift at joint 4 and 637 lb uplift at joint 5. 7) Non Standard bearing condition. Review required. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. FORCES. (lb) LOAD CASE(S) Max. Comp./Max. Ten. - Al forces 250 (lb) or less except Standard when shown. TOPCHORD 9-2=308/80, 2-3=1181272 BOTCHORD 1-5=81/333 WEBS 2-5=428/1300 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25f; B=45ft; L=24ft; eave=oft; Cat 11; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CARL:G. F.ORBES FC LIC. NO20699 55S5 POMPANO PKWY. PAl pm-O BEACH; F.L 33069- (954]'�6826657 - Job T^'u Truss Type Oty %y OCEANIQUE BLDG. C 190684 J5A CORNERJACK 2 1 Job Reference 'anal Custom Truss, Delray Beach, FL 33444 10-0-0 8.240 s Jul 27 _ - ek Industries, Inc. Mon Nov 2515:02:25 2019 LOADING(pst) SPACING- 2-M CSL DEFL in (loc) Well L/d TCLL 30.0 Plate Grip DOL 1.25 TC 0.56 VeNLL) -0.02 4-5 >999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.48 Vert(CT) 0.01 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Ho¢(CT) 0.07 3 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matra -AS LUMBER - TOP CHORD 2x4 SP No.2 P BOT CHORD 2x4 SP No.2 P WEBS 2x4 SP No.2 P WEDGE Left: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3 = 521Machanical 4 = -24/14echanical 5 = 515/0-" (min.0-1-8) Max Horz 5 = 198(LC 12) Max Uplift 3 = -83(LC 12) 4 = -24(LC 1) 5 = -366(LC 12) Max Grav 3 = 81(LC 17) 4 = 36(LC 10) 5 = 515(LC 1) FORCES. (Ib) Max. CompJMax Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 1-2=5371141 BOTCHORD 1-5=1371534 25=553/1017 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=B.Opsf, BCDL=4.Opsf; h=25ft; B=45ft; L--24ft; eave=oft; Cat II; Exp D; End., GCpi=0.18; MWFRS (directional) and C-C Corner(3) 0-M to 4-2-15, Extedor(2) 4-2-15 to 4-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pad bottom chord live load nonconcurrent 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) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 5) Refer to girden(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 lb uplift at joint 3, 241b uplift at joint 4 and 366 lb uplift at joint 5. 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 sheetrock be applied directly to the bottom chord. 8) Wanting: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard R Scale: 3W=1' PLATES GRIP MT20 2441190 Weight 18 lb FT=20% CARLG:. FORGES 555 5 POMPANO PKVYY PAMPANQ BEACH, FL 33069• Job Truss Truss Type Dly Ply OCEANIQUE BLDG. C 190684 J7A CORNERJACK 1 1 Job Reference "anal Custom Truss, Delray Beach, FL 33444 10-0-0 _MA _.s 8.240sJ11 ul27201& IMustries, Inc. Mon Nov 25 15:02:26 2019 3x6 II 10-M 10-0-0 134r3 Scale=1:21.9 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.60 VergLL) -0.03 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.34 Vert(CT) -0.04 4-5 >999 180 BCLL 0.0 ' Rep Stress Inv YES AB 0.20 Horz(CT) -0.09 3 rda nia BCDL 10.0 Code FBC2017/rP12014 Matrix -AS Weight 25 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 P BOT CHORD 2x4 SP No.2 P WEBS 2x4 SP No.2 P WEDGE Left: 2x4 SP No.3 BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3 = 160/Mechanial 4 = 29/Mechaniml 5 = 575/0-8-0 (min. 0-1-8) Max Horz e 5 = Max Uplift 3 = 4 = 5 = Max Gray, 3 = 4 = 5 = FORCES. (lb) Max. CompJMax Ten. when shown. TOPCHORD 1-2=692/200 BOTCHORD 1-5=180/654 WEBS 2-5=459/1148 278(LC 12) -181(LC 12) -10(1-C 9) -365(LC 12) 180(LC 17) 69(LC 3) 575(LC 1) All forces 250 (lb) or less except NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=8.Opsf; BCDL=4.Opsf; h=25f; B=45ft; L=24ft; eave=oft; Cat II; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Corner(3) 0-0-0 to 4-2-15, Edenor(2) 4-2-15 to 6-11 A wine; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) 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 the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M wide vdll fit between the bottom chord and any other members. 4) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be usedif tt does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 Its uplift at joint 3 , 10lb uplift at joint 4 and 3651b uplift at joint 5. 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 sheetrock be applied directly to the bottom chord. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL G.;FORSES FL0C.NN :20699 555 5 POMPANQ PKWY; pAMPANQ:6EACt1, FL 33069 (95d}.682665�[ Job Truss Truss Type afy Plv OCEANIQUE BLDG. C 190684 J7B CORNERJACK 1 1 Job Refersca (optional) Custom Truss, Delray Beach, FL 33444 10-0-0 8.2W2019 MTek Industries, Inc. Mon Nm 25 15:02:26 2019 Page 1 ID:cshHLoxSgHuDHRyalg3�1 RB9znY1 hLCPazar8kzk3ygxT3OBYz5apGNTyFd2h 2-0-0 5-M 2-M 3-M Scale=1:20.6 YKSSr1 LOADING(psf) SPACING- 1-11-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.04 4-5 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.08 4-5 >765 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina YES WB 0.08 Horz(CT) -0.23 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matra -AS Wind(LL) 0.21 4-5 >280 240 Weight 20Ib FT=20 LUMBER - TOP CHORD 2x4 SP No.2 P BOT CHORD 2x4 SP No.2 P "Except" 131: 2x4 SP M 30 P WEBS 2x4 SP No.2 P BRACING- TOPCHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. REACTIONS. (lb/sae) 3 = 159/Mechanical 6 = 25310-8-0 (min. 0-1-8) 4 = 94/1viechanical Max Hom 6 = 184(LC 12) Max Uplift 3 = -160(LC 12) 6 = -44(LC 12) 4 = -69(LC 12) Max Grey 3 = 163(LC 17) 6 = 253(LC 1) 4 = 99(LC 17) FORCES. (Ib) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOPCHORD 1-2=435/107 2-5=144/472 NOTES 1) Wind: ASCE 7-10; VWt=170mph (3-second gust) Vasd=132mph; TCDL=B.Opsf; BCDL=4.Opsr; h=25f; B=45ft; L=24ft; eave=4ft; Cat II; Ecp D; Encl., GCpi-0.18; MWFRS (directional) and C-C Comer(3) 0-1-12 to 44.11. Fxterior(2) 4-4-11 to 4-11-4 zone; cantilever left and right exposed; end vertcal left and right ezposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 4)' 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. 5) Lumber designated with a "P" is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used it does not corrode the plates. If ACO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with the design. Incising factors have not been considered for this design. Building designer to verify suitability, of this product for its intended use. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 lb uplift at joint 3 , 44 Ib uplift at joint 6 and 69 lb uplift at joint 4. 8) Non Standard bearing condilion. Review required. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 112" gypsum sheetrock be applied directly to the bottom chord. 10) Waming: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL .- FORBES �c uc:�Na zosss �s sporiu�,a�vo pr<cwv, PAMPAMO BEACH, FL330W 0-MI'882 6651 Project Information: Customer. Job Number. STAR GROUP INC. 1906B4 Job Name: CUSTO�TRUSS OCEANIOUE BLDG. C 1890 W. ATLANTIC AVE Address: DELRAY BEACH, FL 33444 4180 N HWYAlA 954-786-8800 city, ST, ZIP. FORT PIERCE, General Truss Engineering Criteria & Design Loads Building Code and Chapter. FBC2017%fP12014 Computer Program Used: MiTek Version: 8.24 Jul 27 2019 Gravity: Gravity. 55.0 psf ROOF TOTAL LOAD N/A Wind 170 mph from MWFRS(Directional)/C-C hybrid Wind ASCE 7-10 This package includes a Truss Index Sheet and 14individual truss design drawings, together with the attached index of the Truss System design drawings. 1 hereby certify that this serves as a cover sheet in accordance with Chapter 61 G15-31.003 of the Florida Board of Professional Regulations. OCT 2 8 2019 1 10/24/19 Al 2 10/24/19 A2 3 10/24/19 HJ3 4 09/24/19 HJ3A 5 10/24/19 HJ3B 6 10/24/19 HJ7 7 10/24/19 J1 8 10/24/19 J 1 A 9 10/24/19 J1B 10 10/24/19 J3 11 10/24/19 13A 12 10/24/19 15A 13 10/24/19 J7A 14 10/24/19 J7B Note: Furthermore, the responsibility of the undersigned is solely limited to the design of the truss components shown. The suitability and use of these trusses for any building is the responsibility of the building designer. Delegated Engineer: SCANNED BY St. Lucie County CARL G. FORBES FL LIC. NO: 20699 555 S. POMPANO PKWY. POMPANO BEACH, FL. 33069 (954) 682-6651 Page 1 of 7 Jab Truss Truss Type DryPN BLDG. C 190684 Al Half Hip 267 1 �OCEANIQUE Job Reference(oplionall COMM I rues, Delray UnaCr, FL 33444 LOADING(psQ TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP N0.2 P GOT CHORD 2x4 SP N0.2 P WEBS 2x4 SP No.2 P Run: 8.240 s Jul 272019 Print 8.240 s Ju127 2019 MITek Industries, Inc. Mon Cat 28 09:39:362019 Page 1 13-OMOIB:oshHLOW59HUWPsgYJogOHRyalg3 bvlFPA7sAo4tFt5xDZ6ulwYXWdaV11RL—LyOxHb 3.5-8 14-0-0 � 3-5-9 t.W = item oil 1.E sPo-0 SPACING- 240 CSL DEFL in (Ioc) Mdefl Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.47 Ved(LL) 0.01 45 >999 240 MT20 2441190 Lumber DOL 1.25 BC 0.63 Vert(CT) 0.01 45 >999 180 Rep Stress Incr YES WB 0.09 Horz(CT) 0.26 3 n1a We Cade FBC2017/TP12014 Matrix -AS Weight: 231b FT=20% BRACING- TOPCHORD Structural wood sheathing directly applied, except end verlicals. BOTCHORD Rigid ceiling directly applied. REACTIONS. (Iblsize) 3=24Rviechanical,4=90/Mechanica1, 5=537104W (min. 01-8) Max Horz5=339(LC 11) Max Uplift3=286(LC 11), 4-198(LC 18). 5=348(LC 12) Max Gmv3=154(LC 10), 4=110(LC 10), 5=720(LC 18) FORCES. (Ib)-Max. ComisdMax.Ten. - All forces 250(Ib) or less except when shown. TOP CHORD 1-9-497/400, 2.9=-484/427, 2-10=363r3S, 3.10=357rd84 BOTCHORD 1-5=4301485 WEBS 2-5=447/512 SWe=1:25.1 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=8.Cpsf; BCDI- 4.0pst, h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp Q Encl., GCpi=0,18; MWFRS (directional) and C-C Exlerior(2) 000 to 3-00, Interior(1) 3.00 to 3-10-4 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenlwith any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all auras where a rectangle 3-6-0 [all by 2-0-0 wide wil fit het 2 n the bottom chord and any other members. 4) Lumber designated wm a'P' is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the beatment company. Berate or other suitable treatment may be used if it does not comode the plates. If ACO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185galvanized plates may be used with this design. Incising factors have not been considered forthisdesign. Building designertoverify suitabilityof this productforits intended use. 5) Refer to girders) for truss to truss connections. 6) Pmvide mechanical connection (by others) of truss to bearing plate capable of withstanding 2861b uplift at joint 3, 1981b uplift at joint 4 and 3461b uplift at joint 5. 7) This truss design requires that a minimum of 7116'structural wood sheathing be applied directly to the top chord and 1/2' gypsum sheetrock be applied directly to the bottom chord. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 9) Waning: Additional permanent and stabiliy bracing for Wss system (not pad of this component design) is always required. LOAD CASE(S) Standard CARLG.FORBES FL LIC. NO: 20699 655 S. POMPANO PKWY. PAMPANO BEACH, FL 33069 (954) 682.6651 Job T= T.Typa Plr SLDG. C 190684 A2 �Qry Half Hip 9 1 �OCEANIQUE Job Reference o do Cuswrn Inns, Delray eeacn, rL J3444 Run; 82.240 s4 Jul 272019 Print 8.240 s Jul 272019 MiTek Industries, Ix, Mon Oc128 09:39:372019 Pagel 10-" e ^ ID:oshHLow5gHuWi9 DHRyalg335bddW7Ux6Cktlg7nHd7g54fbvgl*Bg?k%VoyOxHa U" = 1S 11 1.000 1 UD-0 5 e=12S.6 LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 • BCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC201711PI2014 CSL TC 0.69 BC 0.39 WB 0.11 Matrix -AS DEFL. in Vem(LL) 0.06 Vert(CT) -0.08 Hon(CT) -0.13 (Ico) /deg L/d 4-5 >999 240 4-5 >802 180 3 n1a n/a PLATES GRIP MT20 244/190 Weight 31 lb Ff=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2P TOPCHORD Structural wood sheathing directly applied, except end vedicals. BOT CHORD 2x4 SP No.2P BOTCHORD Rigid ceiling directly applied. WEBS 2x4 SP No.2P WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 3=188I1VIechaniral, 4=40/Mechaniral, 5--6004" (min. 0-1-8) Max Horz5=32l(LC 11) Max Uplift3=159(LC 9), 4=14(LC 9). 5=359(LC 12) Max Grev3=214(LC ", 4=83(LC 3), 5=MLC 1) FORCES. (lb) -Max. CcmpJMax. Ten. -All forces 250(Ib) or less except when shown. TOPCHORD 1-2=497/302,2-9=286/168,9-10-271/188,3.ID-266P220 BOTCHORD 1-5=279/446 WEBS 2-5=-496MI NOTES- 1) Wind: ASCE 7-10, Vult=170mph (3-second gust) Vasil=132mph; TCDL=8.Opsf; BCDL=4.Op t, h=25R B=45ft; L=24ft; eave=oft; Cat. II; Exp C; End., GCp =0.18; MWFRS (directional) and C-C Exledcr(2) DDO to 340, Intedor(1) 340 to 7-64 zone; canbkver left and right exposed; end vertIcal left and right exposed;GC for members and forces 8 MWFRS forreactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This Wss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 240-0 wide wIl At between the bottom chord and any other members. 4) Lumber designated with a •P' is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Bomfe or other suitable treatment may be used if it does not corrode the plates. If ACO, CBA, or CA-B treated lumber is used, Improved corrosion protection is required, and G185galvaniied plates may be used with Uns design. Incising factors have not been considered forthisdesign. Building designer to verify suitability of this product forits intended M. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of Wss to bearing plate capable of withstanding 159Ib uplift at joint 3,14 to uplift at joint 4 and 3691to uplift atidnt 5. 7) This truss design requires that a minimum of 7/16'sbudural wood sheathing be applied directly to the top chord and IQ'gypsum sheebeck he applied directly to the bottom chord. 8) Gap between inside of top chord bearing and first diagonal or veRcal web shall not exceed 0.500in. 9) Wareing: Additional permanent and stability bracing for truss system (not pad of this component design) is always required. LOAD CASE(S) Standard CARLG.FORBES FL LIC. NO: 20699 665 S. POMPANO PKWY. PAMPANO BEACH, FL 33069 (954} 682.6661 Job Luss TnrssType G1r Ply UE BLDG. C 190684 HJ3 DIAGONAL HIP GIRDER 4 1 �Refam� nal 0wiu ius Leiray Bean, rLa Pant 8.240 s Jul 272019 MiTek Indmud s, Inc. Mon Oct 28 09.39.30 2019 Pagel ID:bgrM94HuWPsqWogDHRyalg3VH9?gs06FINUAFJK8MNLdm?JtL2PAKvrr52EyO%HZ 2-e-0 iF0 Me 2-3-2 44 = i 1. -0 11 ,1&%0-04 LOADING(psQ SPACING- 150 TCLL 30.0 Plate Gap DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina NO BCDL 10.0 Code FBC2017/TP12014 S .125.6 CARL G. FORBES FL LIC. NO: 20699 555 S. POMPANO PKWY. PAMPANO BEACH, FL. 33069 (954) 682.6651 Job Truss Truss Type Dry BLDG. C 190684 HJ3A Jack -Closed Girder 1 �Ply 1 �OCEANIQUE Job Refemrlce do Custom Truss, Delray Beach, FL 33444 Run: 82240 s 4 Jul 272019 Print 8,240 s Jul 272019 Mi 09.39:392019 10.0.0 1.SVA II 3 5H - 10-0-0 1b-o-o S c'.2u LOADING(psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 ' BCOL 10.0 SPACING. 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Suess Inor NO Code FBC2017/iP12014 CS]. TC 0.92 BC 0.70 WB OMHoa(CT) Malnx-MP DEFL Verl Vert(CT) in (loc) Udell Ud -0.02 4-5 >999 240 0.02 4-5 >999 160 -0.00 4 nla n1a PLATES GRIP MT20 2441190 Weight: 25lb FT=20% LUMBER. BRACING. TOPCHORD 2x4 SP No.3P TOPCHORD Structural wood sheathing directly applied or 4.10-4oc pudins, except end veNcals. ROTCHORD 2x4 SP No.2P BOTCHORD Rigid ceiling directly applied or 10-0-0oc bracing. WEBS 2x4 SP No.3 P REACTIONS. (lb/size) 4=156MIechanical,5=69510-914 (min.0.1-8) Max Horz5=331(LC7) Max Uplift4=403(LC 18), 5=598(LC4) Max Gmv4J91(LC 6), 5=754(LC 26) FORCES. (lb) -Max. CompJMax.Ten. -All forces 250(lb) or less exceptwhen shown. TOPCHORD 1-9=2501160, 2-9=2611155, 2-3=274/167 BOTCHORD 1-10=139258,G10=1391258 WEBS 2-5=3911319 NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; TCDL=B.Opsf; BCDL=4.Opsf,, h=25ft; B=45fl; L=24fi; eave=4fi; Cat II; Exp C; Encl., GCpi=0.18; MWFRS (directional); ranDever left and right exposed; end vertical tell and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 Pat bottom chord live load nonow cumant 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 Vita will fit between the bottom chord and any othermembers. 4) Lumber designated with a'F' is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Bomle or other suitable treatment may be used if it does not corrode the plates. If ACO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G1 85 galvanized plates may be used with this design. Incising factors have not been considered forthisdesign. Building designer to verify suitabilityof this product forits intended use. 5) Refer to girder(s) for suss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 403 in uplift at joint 4 and 598lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58lb doom and 1541b up at 14 M1, and 5B ib down and 154lb up at 1-8-10ontopchord,and111bdownand561bupat 1-8-11,and111bdawnand581bupat 1-8-1013nbettomchord. The designiselection of such connection device(s)is the responsibility of others. 8) Warning: Additional permanent and stability bracing for truss system (not pad of this component design) is always required. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) a hack (B). LOAD CASE(S) Standard 1) Dead +Roof live (balanced): Lumber Incease=1.25, Plate Increase=1.25 Uniform Loads (plfj Vat 1-3=90, 4-6=20 Concentrated Loads (Ih) Vert:10=21(F=11. 8>11) CARLG.FORBES FL UC. NO: 20699 655 S. POMPANO PKWY. PAMPANO BEACH, FL. 33069 (954) 682.6661 Job Truss Truss Type Ply BLDG. C 190684 HJ3B �Qty Jack -Closed 1 1 �OCEANIQUE 1 ,__ Job Reference(optionaft Hun: UZZ4U 272019 MiTek Industries, Inc. Mon Oct 2809:39.392019 10 0.0 Is" 11 1 bx410-0-0 10-0� e %.125.1 LOADING(psQ SPACING- 2-0-0 CS]. DEFL in (Ico) Well Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.43 Ved(LL) 0.01 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 125 BC 0.58 Ved(CT) 0.01 4-5 >999 180 BCLL 0.0 ' Rep Suess Incr YES WB 0.11 HOa(CT) 0.00 4 n/a n/a BCDL 10.0 Cade FBC2017rrP12014 Malnx-AS Weight: 23lb FT=20% LUMBER. BRACING. TOP CHORD 2x4 SP No.2P TOPCHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP N0.2P BOTCHORD Rigid ceiling directly applied. WEBS 24 SP No.2 P REACTIONS. (Ib/size) 4=1161Mechanical, 5-543/0-8.2 (min, 0-1-8) Max Hoa5=332(LC 11) Max Uplift4=460(1_0 11), 5=355(LC 12) Max Grav4=249(LC 10), 5=706(LC 18) FORCES, (Ib)-Max. CompJMax.Ten. -All forces 250(I1a) orlessexceptwhen shown. TOP CHORD 1-2=495/420, 2-3=3391365, 3-0=393/343 BOTCHORD 1-5=425/493 WEBS 2-5=442608 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3second gust) Vasd=132mph; TCDL=S.Opsh BCDL=4.0psh h=25ft; B=45ft; L=24ft; eave=411; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and GC Comer(3) zone; cantilever left and right exposed; end vertical left and fight expcaed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This buss has been designed for a 10.0 psf bottom chord live load nonconcunent vnlh any other live loads. 3)' This Wss has been designed for a live load of 20.Opsf on the bottom chord in all alas where a rectangle 3-6-0 [all by 2.0-0wtde will fit between the bottom chord and any other members. 4) Lumber designated with a'P' is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treahnent company. Borate or other suitable treatment may be used if it does not corrode the plates. If AGO, CBA, or CA-B heated lumber is used, improved corosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 5) Refer to girder(s) for buss to truss connections. 6) Provide mechanical conned ion (by others) of buss to bearing plate capable of withstanding 4601b uplift at joint 4 and 355 to uplift at joint 5. 7) This truss design requires that a minimum of 7116'structural wood sheathing be applied directly to the lop chord and 11? gypsum sheetrock be applied directly to the bottom chord. 8) Waning: Additional permanent and stability bracing for truss system (not pad of this component design) is always required. LOAD CASE(S) Standard CARLG.FORBES FL LIC. NO: 20699 655 S. POMPANO PKWY. POMPANO BEACH, FL. 33069 (95Q 682-6651 Job Truss Truss Type Dry Plr BLDG. C 190684 HJ7 ROOF SPECIAL GIRDER 1 1 �OCEANIQIUE n..,,..,....... ,..,_.,,---. - -.. Job Reference (optional) w•'F"�r'=�-"•' ++�++ nun:e[[4us4Jm272ms Pnnc8.240s Jul272019MiTek Industnes,lm. Mon Oct2809:39:402019 Pagel 10-g�h 7-0-0ID:ashHLaa5gHuWP oXfogDHRyalg3.U9M0RRRLWa7kUPiSPBgSmi9d7NNJJxdMzyB67yOxHX 6-0-0 1-0-0 3- 10 aral0. 1:26.1 10 "11a- z se ' l za z I 1.0o aa.6 1W ' LOADING(psQ TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 1-6-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress lncr NO Code FBC20177TPI2014 CSI. TC 0.77 BC 0.99 WB 0.11 Matrix -MS DEFL. in Ved(LL) 0.17 Vert(CT) 0.21 Horz(CT) -0.15 Wlnd(LL) -0.21 (loc) I/dell Lld 5-6 >527 360 56 413 240 4 me n/a 5-6 >422 240 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 46lb FT=20% LUMBER. BRACING - TOP CHORD 2x4SPM30P TOPCHORD Structural wood sheathing directly applied or 640 oc pudins, except end verticals. BOT CHORD 2x4 SP No.2P BOTCHORD Rigid ceiling directly applied. WEBS 2x4 SP No.2 P'Except' W15: 2x4 SP No.3 P REACTIONS. (Iblsize) 4=350/Mechaniral,5=61/Mechaniral, 6-23210-11-5 (min.01-8) Max Horz6=240(LC 23) Max Uplift4=272(LC 5), 5=-220(LC 14). 6=751(LC 8) Max Grav4=350(LC 1), 5=345(LC 26), 6=B37(LC 29) FORCES. (lb)-Max.Comp.MlaX.Ten.-Allfomes250(Ib)crlessexceptwhanshorm. TOPCHORD 1-lD.366206,2-10=334249,2-11-383288,3.11=291/l76 BOTCHORD 1-13=1861348,6.13=186/d48.6.14=281/318,14.15=281/318,15-16-281f318,5.16=28MI8 WEBS 2-0=48702,3-5=291240 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=8.Opsf, BCDL=4.0psh h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwse indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunentwith any other live loads. 4)' 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 othermembers. 5) Lumber designated with a'P' is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 272lb uplift at joint 4, 220lb uplift at joint 5 and 751 Ib uplift at joint 6. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 9) Hanger(s) or other connection device(s) shall be provided sufficient to suppod concentrated load(s) 41 lb down and 79lb up at 1-4-15, 41 lb down and 79lb up at 1-4-15, 171 Ib down and 313lb up at 4-2-15,171 lb dam and 313lb up at 4-2-15,118lb down and 78lb up at 7.0.14, 118 t6 down and 78lb up at 7414, and 146lb doom and 172lb up at 910-13, and 147lb doom and 172lb up at 9-10-13 on top chord, and 10 lb dorm and 401b up at 1-4-15, 10 lb down and 40lb up at 1415,145 ib down and 266lb up at 4-2-15,145lb down and 266 to up at 4-2-15, 29lb dawn and 41 to up at 7b14, 29lb down and 41 lb up at 7-0-14, and 65lb down and 60In up at 9-10-13, and 47lb down and 19lb up at 9.10-13 on bottom chord. The desigalselection of such connection device(s) is the responsibility of others. 10) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(S) section, loads applied to the face of 0e truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increass=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 14=67, 5.7=15 Concentrated Loads (Ib) Vert:10--4(F=2, B=2)11=257(F=129, B=129)12=193(1`=89, B=104)13=21(1`=10, B=10)14=269(F=135, B=135)16=79(1`=14, B=65) CARL G. FORBES FL LIC. NO: 20699 556 S. POMPANO PKWY. PAMPANO BEACH, FL. 33069 (954) 682.6651 Job Tnus Tnsssrype er OCEANIQUE BLDG. C 190684 A Corner Jack r 1 Job Reference toptionaft mW , wady xan, rL arna Rgdi912.240 s 4 Jul 272019 Print &240 a Jul 272019 MiTek Industries, Inc. Mon Oct 2B09.39:412019 Pagel 1� 11-a1 ID:mhHLow5gHuWPsgYiogDHRyalg3-ysr8Tu27'IKAe uO6i37 FVgWBgFmmbdleZyOxHW :T.ird'f6r!? as = LOADING SPACING- 2-0-0CSL DEFL in (loc) Well Vd PLATES GRIP 30 TCLL 0.0 Plate Grip DOL 1.25 TC 0.03 Ved(LL) 400 6 n/r 120 MT20 244/190 TCOL 15.0 Lumber DOL 125 BC 0.06 Ved(CT) -0.00 6 n/r 120 BCLL 0.0 • Rep Stress Ina YES WB 0.00 Horz(CT) 0.00 me n1a BCDL 10.0 Code FBC2017IM2014 Matrix -MP Weight: 4In FT=20% LUMBER. BRACING. TOP CHORD 24 SP No.2 P TOPCHORD Struchcal wood sheathing directly applied or 1-0-0oc puriins. BUT CHORD 24 SP No.2 P SOTCHORD Rigid ceiling directly applied or 640 no bracing. REACTIONS. (Ib/size) 2=861Mechaniral, 3=23I14echanical Max H=2=46(LC 1).3=68(LC 12) Max Uplift2=-WLC 12), 3=37(LC 12) Max Grav2=86(LC 1), 3=24(1-C 3) FORCES. pb) - Max. CompJVax.Ten.-Allfonnas 250(I1b)orless exceptwhenshown. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vmd=132mph; TCDL=8.Opsf, BCDL=4.Opsf; h=25ft; 13=451t; L=24ft; eave=4ftl Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedcr(2) zone; cantilever left and right exposed; end vertical left and right exposed;GC for members and forces& MWFRS for reacdons 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 noncancurmnlwith any other live loads. 3)' This truss has been designed fora live load of 20.0psfon 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. 4) Lumber designated with a'P' is pressure -treated with preservatives, Plate lateral resistance values have been reduced 20 % when; used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate orothersuitahle treatment maybe used if ildces notcDmode the plates. IfACO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G165 galvanized plates maybe used with this design. Incising factors have not been considered for this design. Building designer to verily suitabilityofthis product for its intended use. 5) Refer to girder(s) for muss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 561b uplift at joint 2 and 371b uplift at joint 3. 7) Non Standard bearing condition. Review required. 8) Wareing: Additional permanent and stability, bracing for muss system (not pad of this component design) is always required. LOAD CASE(S) Standard CARL G. FORBES FL LIC. NO: 20699 555 S. POMPANO PKWY. PAMPANO BEACH, FL. 33069 (964) 682.6651 Jack 9W = 1-6-11 iti-12 310-0-0 114-12 �e=1:13a LOADING(psti) SPACING- 2-00 CSL DEFL in (loc) Well Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TC 0.06 Ved(LL) -0.00 6 ntr 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Ved(CT) -0.00 6 rur 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hom(CT) 0.00 n/a nla BWL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP N0.2 P GOT CHORD 2x4 SP N0.2P REACTIONS. (Iblsize) 2=123Alechanical,3=29A1echanical Max Horz2=67(LC 1), 3=100(LC 12) Max Uplift2=82(LC 12), 3=48(LC 12) Max Grav2=123(LC 1), 3=32(LC 3) FORCES. (Ib)-Max. CompJMax.Ten. - All forces 250(I1a) or less except when shown. BRACING. TOPCHORD Structural Wood sheathing directly applied or 14-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=B.Opsf, BCDL=4.Opsf; h=25h; B=451t L=24fi; eave=4f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and GC Extedor(2) zone; cantilever left and right exposed ; end veNcal left and right exposed;C C for members and tones & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DO1,=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcunentwth my other live loads. 3)' This muss 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) Lumber designated with a'P' is pressura-treated with preserva5ves. Plate lateral msistance values have been reduced 20% where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not conade the plates. If AGO, CBA, or CA-B treated lumber is used, improved corrosion proteclion is required, and G185 galvanized plates may be used vnth this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product for its intended use. 5) Refer to girder(s) for muss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of w,thstanding 821b uplift at joint 2 and 481b uplift at joint 3. 7) Non Standard hearing condition. Review required. 8) Warning: Additional permanent and stability bracing for truss system (not pad of this component design) is always required. LOAD CASE(S) Standard CARL0.FORBES FL LIC. NO: 20699 555 S. POMPANO PKWY. PAMPANO BEACH, FL. 33069 (9U4 682-6651 Job , , Tmss Truss Type Dty Ply OCEANIQUE BLDG. C 190684 J1B Corner Jack 2 1 Job Reference o un net �uawni rruss, Delray eeeon, FL auaaa Run: a2.240 s 4 Ju127 2019 Print 8.240 sJul 27 2019 MiTak Industries, Inc. Mon Oct2809:32422019 Pagel t-0-0 1p-7-ttlD:oshHLaw%HuWPsqXfogDHRyalg3-03OWgE3tlmeglzoZ5ZgDl%13og5w8_EBwgHRIB2yOxHV 3H = I 11.&AI crab. VaA LOADING(pso SPACING. 2-0-0 CS]. DEFL. in (loc) Well Ud PLATES GRIP TCLL 30.0 Plate Grip COL 1.25 TC 0.06 Ved(LL) -0.00 6 mr 120 MT20 244/19D TCDL 15.0 Lumber DOL 1.25 BC OA2 Ved(CT) -0.00 6 Nr 120 SCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 Na n1a BCDL 10.0 Code FB02017[rP12014 Matrix -MP Weight:3 ib FT=20% LUMBER. TOP CHORD 2x4 SP No.2 P BUT CHORD 24 SP N0.2 P REACTIONS. (lb/size) 2=83110echanical, 3=26110echaniral Max 14oa2=76(LC 1), 3=76(LC 12) Max Uplift2=61(LC 12), 3=33(LC 12) FORCES. (Ib)-Max. Comp./Max. Ten. -Aft forces 250(lb) or less except when shown. TOPCHORD 1-2=281/101 BOTCHORD 1-3=7089 BRACING - TOP CHORD Structural wood sheathing directly applied or 140 oc pudins. BOTCHORD Rigid ceiling directly applied or BO-0oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=8.Opsf, BCDL=4.Opsf; h=25ff; B=45fi; L=24ft; eave=4%; Cat. It; Exp C; Encl., GCpi=0.18; MWFRS (directional) and GC Comer(3) zone; cantilever left and right exposed; end vertical left and right exposed;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gap DOL=1.60 2) This truss has been designed for a 10.0lost bottom chord live load norkoncunenlwith 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) Lumber designated with a'P' is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borale or other suitable treatment may be used if it does notconode the plates. If ACO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185 galvanized plates maybe used with this design. Incising factors have not been considered for this design. Building designerto verily suitability of this product for its intended use. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 Ib uplift at joint 2 and 331b uplift at joint 3. 7) Non Standard hearing condition. Review required. 8) Warning: Additional permanent and stability bracing for truss system (not pad of this component design) is always required. LOAD CASE(S) Standard CARL G. FORBES FL LIC. NO: 20699 555 S. POMPANO PKWY. PAMPANO BEACH, FL. 33069 (954) 682-6651 Job Truss Truss Type Cry PN OCEANIQUE BLDG. C 190684 J3 Corner Jack 8 1 Job Reference o tional n.., Ucnay Man, rL.U994 I loon Run. 8224o0s 44 Jul 27 2019 Print 8.240s Jul 272019 MiTek Industries, Inc. Mon Oct 2809:39:432019 Pagel -0 13-0-1 ID:oshHLa 5gHuWPsq%kgDHRyalg3uFyu24FXxyuby7WAX4PWgnL1hWJb&jRyOxHU i4a-A 000 30.1 a 1e. 1=7 LOADING 116, TOLL 30.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING. 2-H Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TC 0.27 BC 0.37 WB 0.06 Maldx-MP DEFL In Ved(LL) -0.00 Ved(CT) 0.00 Hom(CT) -0.08 (Ice) Well L/d 5 >999 240 5 5999 240 3 n/a Na PLATES GRIP MT20 2441190 Weight: 151b FT=20% LUMBER- BRACING. TOPCHORD 2x4 SP No.2P TOPCHORD Structural wood sheathing directly applied or 3-0-0 on: pudins. BUT CHORD M SP N0.2 P BOT CHORD Rigid ceiling directly applied or 10-M ce bracing. WEBS 24 SP No.2 P REACTIONS. (Ib/size) 3=186/Mechanical,4=277/Mechanical, 5=785 m (min. 0-1-8) Max Horz6-206(LC 12) Max Uplift3-186(LC 1), 4=283(LC 18), 5=148(LC 8) Max Gmv3=37(LC 10), 4=91(LC 10), 5=785(LC 1) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(lb) orless excepiwhenshovm. TOPCHORD 1-2>261/196 BOTCHORD 1-5=226/289 WEBS 2-5=385/339 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3second gust) Vasd=132mph; TCDL=B.Dpsf, BCDL=4.Opsf, h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and CC Exterior(2) zone; cantilever left and right exposed; end vertical left and right exposed;GC for members and forces & MWFRS for reactions shovm; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pet bottom chord live load nonconcument Win my other live leads. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas when: a rectangle 3-6-0 tall by 10.0 wide wit fit between the bottom chord and any other members. 4) Lumber designated with a'P' is pressure4reated Will preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it ones not corrode the plates. IfACO, CBA, or CA-B treated lumber is used, improved wrrosion protection is required, and G185 galvanized plates may be used with this design. Incising factors have not been considered forthisdesign. Building designer to verifysuitability, of this product for its intended use. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 to uplift atjoint 3, 2831b uplift atjoint 4 and 148 go uplift at joint 5. 7) Wareing: Additional permanent and stability bracing for truss system (not pad of Ws component design) is always required. LOAD CASE(5) Standard CARL G. FORBES FL LIC. NO: 20699 555 S. POMPANO PKWY. POMPANO BEACH, FL. 33069 (954) 682.6651 Job Job rmss "'be Dty Ply BLDG. C J3A Corner Jack 2 1 �OCEANIQUE Job Reference optional) Custom Truss, Delray Beach, FL 33444 10-0-0 to-d'dnt 8,240 s Jul 272019 IA7ek Industries, Inc. Mon Oct2809:39:442019 em .1;139 LOADINGIpsf) SPACING- 240 TCLL 30A Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BOLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017lrP12014 CARL G. FORBES FL LIC. NO: 20699 555 S. POMPANO PKWY_ PAMPANO BEACH, FL. 33069 (954}682.6661 Job Truss Truss Type Oty Ply BLDG. C 190684 J5A Corner Jack 2 1 �OCEANIQUE Job Reference o Oonal Custom Truss, Delray Beach, FL 33444 Mon Oct 10-0-0 Run: 82240 s 4 Jul 77 ftb 10-0-0 12-6-11 emb. 1:192 LOADING(psQ SPACING- 211 CSI. DEFL in poc) I/deft Vd PLATES GRIP TCLL 300 Plate Gdp DOL L25 TC 0.46 Vert(LL) 0.01 4-5 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 SC 0.40 Vert(CT) 0.01 4.5 >999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.15 HOrz(CT) -0.06 3 n/a rue BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Wmd(LL) -0.02 45 >999 240 Weight: 18lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 P BOT CHORD 2x4 SP No.2 P WEBS 2x4 SP No.2P WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 3=52(Mechanical,4=24/10echaniral, 5=515M-80 Indio, 0") Max Horz5-166(LC 12) Max Uplift3=69(LC 14, 4=24(LC 1), 5=289(LC 12) Max Grav3=75(LC 17,, 4=30(LC 10), 5=515(LC 1) FORCES. (Ib)-Ma. CompJMax.Ten. -All forces 250(lb) or less except when shown. TOPCHORD 1-2=1511123 BOTCHORD 1-5=1151449 WEBS 2-5=3531843 BRACING - TOP CHORD SWctural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vul1=170mph (3-second gust) Vasd=132mph; TCDL=B.Opsh BCDL=4.0psh h=25ft; B=45ft; L=24fl; eave=4fl; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) 0-0.0 to 4-2-15, Extedor(2) 4-2-15 to 4.114 zone; cantilever left and right exposed; end vertical left and right exposed;C.0 for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=lLO 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcummit with any other live loads. 3)' This buss 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) Lumber designated with a'P' is pressune treated with preservatives. Plate lateral resistance values have been reduced 20 % where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If AGO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G185galvanized plates may be used with this design. Incising factors have not been considered for this design. Building designer to verify suitability of this product fonts intended use. 5) Refer to girders) for buss to truss conneacris. 6) Provide mechanical connection (by others) of Wss to hearing plate capable of withstanding 691b uplift atjoint 3, 241b uplift at joint 4 and 289lb uplift at joint 5. 7) This truss design requires that a minimum of 7/16'sWctural woad sheathing be applied directly to the top chord and 1PY gypsum sheetrock be applied directly to the bottom chord. 8) Waning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard CARL G. FORBES FL LIC. NO: 20699 555 S. POMPANO PKWY. PAMPAN0 BEACH, FL 33069 (964) 882.6651 Job ' ' T"� T"ssTyce Oty Ply OCEANIQUE BLDG. C 190684 RA Corner Jack 1 1 Job Refere ce(oodonall Custom Ines, ueiray Beach, FL 33A44 Run: 82240 s 4 Jul 272019 Print 8.240 s Jul 272019 MlTek Industries, Inc. Mon Oct28 09:39:452019 1c-0-0 ID:oshHLow5gHuW%nDHRyalg3M4fIF6V3YCdgFHgFym79g03e8R68ZIMWFgyn 7c1a LOADING(pSf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER. TOP CHORD 2x4 SP No2 P BOT CHORD 2x4 SP No2 P WEBS 2x4 SP No.2P WEDGE Left: 2x4 SP No.2 SPACING- 2-0-0 Plate G1p DOL 1.25 Lumber DOL 1.25 Rep Stress lncr YES Code FBC2017lrP12014 1W 10-0-e 13.63 CSI. DEFL in (loc) I/dell Ud PLATES GRIP TO 0.49 Ven(LL) -0.03 4-5 >999 240 MT20 2441190 BC 0.29 Vert(CT) -0.04 4-5 >999 1BO WB 0.17 Horz(CT) -0.08 3 me Na Matrix -AS Weight: 25lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=16011VIechanical,4-291Mechanice, 5S751D8-0 (min.01-8) Max HomS=233(LC 12) Max Uplift3=147(LC 12), 4=6(LC 9). 5=287(LC 12) Max Grav3=172(LC 17), 4-69(LC 3).5=575(LC 1) FORCES. (Ib)-Max. CompAMax.Ten. - All forces 250(I1b) orlessexceplwhen shown. TOPCHORD 1-2-580/173 BOTCHORD 1-5=151/549 WEBS 2-5=459)951 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=B.Opsf; BCDL-0.Opsh, h=25ft; B-05ft; L=2411; eave=411; Cat II; Ery C; Encl., GCpi=0.18; MWFRS (directionall and C-C Comer(3) 0-0-0to 42-15, Fxterer(2) 4-2-15 to 6-11.4 zone; cart ieverleft and right exposed ;end vertical left and right exposed;C-C for members and forces & MWFRS forreactcns 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 nonconcumenlwlh any other live loads. 3) • This truss has been designed for alive load of 20.0psfon the bottom chord in all areas where a rectangle 3-6-0 tall by 2400wdewll fit between the bottom chord and any other members. 4) Lumber designated wth a'P' is pressure -healed with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If ACO, CBA, or CA-B treated lumber is used, Improved corrosion protection is required, and G185 galvanized plates may be used wth this design. Incising factors have not been considered for this design. Building designer to vanity suitability of this product for its intended use. 5) Refer to girder(s) for muss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of wihstanding 1471b uplift at joint 3, 61b uplift at joint 4 and 2871b uplift at joint 5. 7) This muss design requires that a minimum of 7116'structural wood sheathing be applied directly to the top chord and 112' gypsum sheetrock be applied directly to the bottom chord. 8) Waning: Additional permanent and stability bracing for truss system (not pad of this component design) is always required. LOAD CASE(S) Standard sale=1:2s.o CARLG.FORBES FL LIC. NO: 20699 556 S. POMPANO PKKY. PAMPANO BEACH, FL 33069 (954) 682.6651 Job Truss Truss Typo Dh Fly OCEANIQUE BLDG. C 190684 J7B CORNERJACK 1 1 bRM g �wmm, fuss, uenay MoCa, YL JJ 4 10-0-0 8,240 s Jul 272019 MiTek Mon Oct 2809-.48:252019 S,aie • 1:24A 5-0 0 5-0 0 13 &3 LOADING(psl) SPACING- 1-11-0 CSI. DEFL. In (loc) Well IJd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.25 TO 0.83 Ved(LL) -0.04 4-5 >999 360 MT20 244I190 TOOL 15.0 Lumber DOL 1.25 BC 1.00 Ved(CT) -0.08 4-5 >729 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) -0.20 3 n1a rda BCDL 10.0 Code FBM17[rP12014 Matdx-AS Wind(LL) 0.18 45 >327 240 Weight:201b FT=20% LUMBER - TOP CHORD MSP No.2P BOT CHORD 2x4 SP No.2 P WEBS 2x4 SP No.2P REACTIONS. (Ib/size) 6=253108-0 (min. 00.1-8), 3-173(Mechsmcal, 4=80/Mechanical Mac H=6=221(LC 12) Max Uplift6=19(LC 12), 3=148(LC 12), 4=44(LC 12) Max Grav6=253(LC 1), 3=176(LC 17), 4=87(LC 3) FORCES. (lb) -Max. CominNacTen.-Allforces 250(I1b) orlessexceplwhen shown. TOPCHORD 1-2=391R9 WEBS 2-5=1271411 BRACING - TOP CHORD Structural wood sheathing directly applied, except end vedicals. BOTCHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10, Vult=170mph (3-second gust) Vasd=132mph; TCDL=6.Opsf, BCDL=4.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; End,, GCpi=0.18; MWFRS (directorial) and C-C Comer(3) 0-1-12 to 4-411, Exlenor(2) 4-4-11 to 4.114 zone; cantilever left and right exposed ; end vertical left and light exposed;OC 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 noriconcunent with any other live loads. 3)' This truss has been designed for a live load of 20.epsf on the bottom chord In all areas where a rectangle 3-6-0tall by 2-0-0 wide will R between the bottom chord and any other members. 4) Lumber designated with a'P' is pressure -treated with preservatives. Plate lateral resistance values have been reduced 20%where used in this lumber. Plates should be protected from corrosion per the recommendaton of the treatment company. Borate or other suitable treatment may be used if it does not corrode the plates. If AGO, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and G165 galvanized plates may be used with its design. Incising factors have not been considered forthisdesign. Building designer to verify suitability of this product for its intended use. 5) Refer to girder(s) for thus to truss connecliow. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 19 to uplift at joint 6,148lb uplift at joint 3 and 44lb uplift at joint 4. 7) This truss design requires that a minimum of 7116" stmclural wood sheathing be applied drectly to the top chord and 1l2' gypsum sheetrock be applied directly to the bottom chord. 8) Warning: Additonal permanent and stability bracing for truss system (not pad of this component design) is always required. LOAD CASE(S) Standard CARL O. FORBES FL LIC. NO: 20699 555 S. POMPANO PKWY. POMPANO BEACH, FL 33069 (954) 682.6651 Scq t yNFO S S TABLE OF CONTENTS CUc�e county GENERAL STANDARWENGINEERII G PAGES 1..,..LATERAL BRACINGRECOMMENDA ,IONS ................... ST-STRGBCK 2...WEB BRACING I;ECOIVIMENDATTONS ........ :......ST-WEBBRACE 3 ... TRUSS'WEB BRACING FETTER - 4 ... SCAB —BRACE DETAIL .................................... ..... ................ 5T-SCAB—BRACE 5... T—BRACE/I—BRACE DETAIL W/2X BRACE ONLY.............. ST-T—BRA _ 2 6...L—BRACE DETAIL..........................................................ST- L BRACE. 7.... OPEN .TACK & CORNER HIP RAFTER DETAIL ..............:..ST-CORNER SET 8... LATERAL TOE —NAIL DETAIL .............. c......................... ST—TOENAIL, 9...,UPLIFT TOE —NAIL DETAIL...; ............... .......... ST.—T.OENAIJUPLIFT 10... LATERAL TOE=NAIL DETAIL ...................... .................ST—TOENAIL SP 11... TRUSSED VALLEY SET DETATI.....................................ST—VALLEY3 12..STANDARD PIGGYBACK TRUSS CONNECTION DETAIL..ST—PIGGY—ALT' 13_ .STANDARD PIGGYBACK<T.RUSS CONNECTION DETAIL (PERPENDICULAR) 14... STANDARD GABLE, -END ..................................ST—GE170—SP 15--- STANDARD GABLE END DETAIL..................................ST—GE170—D—SP 16.-..STANDARD GABLE END DETAIL .................... .::....:........SHEET 2. 17... BEARING BLOCK DETAIL .... ..:............... .................... ST=BI.CK1 M..BEARING BLOCK DETAIL............ .............. ..... .......S.T=BLCK2 Symbols PLATE LOCATION AND ORIENTATION Center plateon joint unless x, y -y N-j {4 '' offsets are Indicated. DimensionS are in ft-jn-sixteenths. Apply plates to both side's,of truss and fully embed teeth. locate (side This"symbol indicates the; required direction of slots in cdnnector plates. l�plate locotton detaIii-avallable In MITek 20{20 , .�`soltware or upon request. =- PLATE SIZE " t The4ht-dimensfon4sdhe•plote MAX 4 width meosured:perpendicular to slots. Second dimens[on is the:length parallel to slots; LATERAL BRACING LOCATION Indicated by syrnbol sha n ld{af. bylext in the broctng section of the output. Use T. I &l Ellminatoi bracing It Indicated. rt BEARING lydl^etes locahotfwhere bearings tsli 'Ports) occur'. Icons vary but reaction seal ion in`diaates jo nt number where bearings occur. Industry Standards: I ANSON]: National Design Specification for Metal Plate Connected. Wood Truss Construction. DSB-89: Design Standard for. Bracing. BCSI: Budding Component Safety Information, O X U ,0 Numbering Sv teni I 6 4 8 I dimensions shown in fiiUeenlhs It-1I tDrowings viol scale) to scaler 2 3 8 7 6 5 PITS ARE GENERALLY NUMBERED{LET7ERED CLOCKWISE ,AROUND THE TRUSS STARTING AT THE JOINTFARTHEST TO 7HE LEFT.' -,CHORDS AND ;WEDS _ARE IDENTIFIED BY END,JOINT_ 1JlUM�8EA5{LEttERs. ' PRODUCT CODE APPROVALS r, ICC-ES Reports:' , FSR-13Yi ESR-1352;ER-5243,3604E t95-43, 96 31 '9667A - NER487 NER-561 -95110, 84 32' 96.67, ER.3907, 9432A R _ ti) 2006 MiTek® All Rights Reserved Miiek MII-7473 rev. 10-'08 -A: General Safety Notes Failure to'Follow.Could Cause Property Damage or Personal Injury I Addtfonal slobaly bocing for truss system. e.g. diogonol a X broang. is always required. See BCSI. 2.. Truss brocing must be -designed by on engineer. For wide Truss spacing, individual lateral braces themselves may require brocing, a alternative T, I. or Eliminator bracing shoy�d be considered. 3. Never exceed the design loading shown and never stock moleriob on inadequately braced Trusses. 4. Provide copies of this truss design to the building desgnecerectbn supervisor, property owner and all otherTnteresfed parties. S. Cut members to bear tightly against each other. , 6. Place plates on each face of truss at each joint and embed fully. Knols and wone of joint IocoGons ore regulaleE by ANSIAPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANA/TPI 1. 8. Unless otherwise noted, moisture content of lumber shot not exceed 19%al time of fobricollon. 9. Unless expressly noted; this design is not applicable for use with Tie retardant, preservative treated. or green lumber. a ' 11. Plate type, she, orientation and location dimensions indicated pre minimum plating requirements. 12. Lumber used'shol be 61 the species and size, and In of respecls, equal to abetter than that specified. -� 13 Top chords mu;t be sheathed a purinf provided at, - spacing Hdkoled on design. r - IA. Bottom chords require lateral bracing at 1011 spacing, or less, if no ce6ng Is Installed, unless otherwise holed. 1S. Connections not shown ore the responsibAily ofolhers. d r' 16. Do not cut a offer truss member or plole vnlhoutprior approval or on engineer. - 17.Instal and food vertically unless lndicaled otherwise: tr 1 S. Use of green a treated lumber may pose unocceptoble- environmental health orperlormonce dsks,:ConsulPwlth project engineer before use.-- 19. Review of portionsof this design IfrooS bock, vrords L _ and pictures) before use. Reviewing psctures.olone- b not sufficient. 20. Design assumes manufacture In accordonce with, ` ANSIIIPI I Ouofly Cdtedo. FEBRUARY 8, 2008 I LATERAL BRACING^ RECOMMENDATIONS I ST-STRGBCK _ I _ I MTelc USA,.Inc. Page 1 Of 1 —11 -ADDI TO MINIMIZE VIBRATION COMMON -TO ALL SHALLOW. FRAMING SYSTEMS, i I RD-1001 12X6 "STRONGBACK"-IS RECOMM@NbED; LOCATED EVERY 8 TO 16 FEET ALONG''A FLOOR TRUSS. MiTel(USA, Inc. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY -MAYBE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED'TO•THETRUSS USINGANYOFTHE METHODS`ILLUSTRATEDBELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF I THE TRUSS W HEN IT IS PLACED ON T.0RbFsTHE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, ANDIPROPERLY CONNECTED, BYOTHERS,! AT THE ENDS. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD ATTACH TO VERTICAL WEB WITH (3) -10d NAILS (0.131-x 3-) ATTACH TO VERTICAL SCAB WITH (4- 10d NAILS (0.131• x 3') INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) ATTACH TO,VERTICAL WEB WITH (3) - 10d NAILS awww�w wsu®w��w �, • ww)ll� wwe ww��1 .. ��I' (wit• 1� BLOCKING BEHIND THE - VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK USE METAL FRAMING ANCHOR TO ATTACH ATTACH TO VERTICAL TO BOTTOM CHORD WEB WITH (3) -10d NAILS • (0.131-x 3') I ATTAC14,2x4 Vt RTIOAL Tb FACE OF.TRUSS:.FASTEN TO TOP AND BoTTonl,eH6Ro; WITIi (2) -16d NAILS'(DY31,',%37.INERCH CHORD I WITH (3) - 'x3') TRUSS r 2x6 �4-0.0-0-0 - j STRONGBACK (TYPICAL SPLICE) I \rsilS, THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY; USE A'4'-0` LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH;(12) -70d NAILS (0.131" x 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGRACK MEMBERS A MINIMUM OF 4'-0' AND FASTEN WITH (12) -1 Dd NAILS (0.131" x 3') STAGGERED AND EQUALLY SPACED. • (TO BE USED ONLY WHEN STRONGBACK IS NOT -ALIGNED -WITH ASVERTICAL) ATTACH TO CHORD ' WITH TWO #12x 3' WOOD SCREWS (.216-DIAM.) SERT SCREW THROUGH OUTSIDE ICE OF CHORD INTO EDGE OF -RONGBACK (DO NOT USE IYWALL TYPE SCREWS) BLOCKING (BY OTHERS) �RCH 12; 200 .WEB BRACINGIRECOMM NDATIONS ST-WEBBRACE MiTek USA, Inc. Pagel of 1 MTek USA, Inc. 4Y ... Bay Sim shall be measured In between the centers b(pairs of diagonals. A GENERAL NOTES TYPE t' " BRACING MATERIALS_ _. '' ' " " ` y_'l.' DI•bDfko= CNp60 _fpiOltED EII,T{�•C709E DESON90 BY A AWE sOE WTOTHf . •- fIDOFA'HOgRLELNBD Y{@DIMIRMHlCTD 6E DF50NED BVA WALIFlED f Pfl ES6IONN.. 1 X41ND ISSPI .� ], TH CAILULATIDNBARE BASEDON LATERN. BPACECMRVNG 2L Of T1EWEB fgiLE' A. OR .1 Dwp BMCN6MATEIDµ l96T BE6AME g4E AD'ORADEDRBMEII, AS THENTEMLaRACE yw wL7d:D SHAµ DENSTAVJSNSUCIi A'HNUIEA THATB WfER6ECT6 WEBNENBFAg -- 1X4U25R8 (OF HF $PF) -DTI,PPpX,95'bEgREF8AY1g9V118ENAlEOAYEAOH END AND EACH NFERYEONTETRU66 WRH tlJ -fRS7 FOf11}I BMCES, 2141 (E I]I'Aa'I FCAm uid ]M BMCE6: NiOR 1. I41]t'G'I FORffi NI.KEg. IOONMEOf IATEMLOWiOETO EFLIITBU66WRNS6E f41]y'X33j WfLS FOR IH UTEMLBRAOEg, � B 2 X 303. STO, CONST(SPF. OF. HF, OR SP) 210rIA01aibTNAESPoRm"..'TERN.eRACEs.ANDa ted l4.tDtbT FOR M LATERAL DRACES. 5. UUESHWIb BECONiU1UD116 AND SHDUTA OVFAIAPAT LEA6TONETRU66 SPACE f 6 fOf�ADD1kQl1}{F¢'� :':'r E REDARONG Des" N10 N3YN1wTgN OF OnACN4 com mx C 3%403 STD, CONfiT(SPF OF, HF. OR SP) '- D6q-]OTEI@pMnTBaACNGOFLETAtPLATECMWECTED WDOOYRUS6E3 AND,BC61n aUI --—_---•—.• qOyYTyOBlU¢w6g5DiyEqt6ePm(ROAWNOITLIvLYaEwPFAOHRgOCmEOID-S!Y -W OODTRU 6S CWORANCCN6OOFGAFM4EERTIAClAPeLAdTTEWCOSNgNPELACTTEEDNSTRUTE M D 2 %8 0 OR BETTER (SPF, OF, HF, OR SP) 7., R_FE_F%�rFRu'To`6vftFic'Tnu53DE5gNDn+•wND FOR w6e MEMBER FORCE. a,TAO}M1�bYALUE9NIEBISEOONApOL-t.t] .. FOR STABILIZERS: r-0nA EPALINOOF3t'O.C.ONLY, NREN'STABW7EmTW;53 BRASO0-pq SYACMF FOR MEST KPR PROVIDED T B. LAND 0BnACINO BATFALIL py00/LLL BMCIN6FOR STAB 'AREITIOEPRO STM BAY S4E OWIOLTEDADOVE WHEnE1lIAPHRA[W eMCWD10 gEWIR AT PROI BflF.1X5. STABMERg WYBE REN:1dEOWrrH W000 B1A06V::+',3EE3TA6ygp-f_. ' T111155BnADWO VA'TAWTIDIIpNDEM9 Pfl0DWT6PECIFlLATpN - vv DIAGONAL BRACE. Yt �I CONTINUOUS LATERAL ' --RESTRAIN y, ! 2-10d NAILS f' (SEE NOTE 4) \` \ , �\TTTT T TRUSS WEB ' MEMBERS ' This information is provided as a recommendation to assist in the requirement for permanent bracing of the individual truss web members. Additional bracing may still be required for the Istability , of the overall tool system. The method shown here is just one method that can be used to provide stability against web buckling-' ' = eaneE - li MAXIMUM T( YSS WEB F6RCE (Ibs.)(See note 7) _ �BAYSIZE i...2401d` .,g1 ,- '72�O.C. .., 480.11 `= '" BRACING`MATERIAL TYPE i' BRACING MAT ERIALTYPE BRACING MATERIALTYPE A . B C. .: ilp .. .. A.. .g. ..0 D C '� P. 10'-0' 7610 t866 1886r. i'.2Es, .;>>.+vvtc'�.J��v�- `i iY. I i .'.' -" Y,•y' •�+ S LL F �'7•Z` i i\ 1 T lL'S, , S --.\'G 12'-0I 13d2 16'�2 7572 658 fY~ 3143 3743 4715 4715 7074" ', 14-0 A ';1.15D i 111337. c 1347 '. i 20211 is 1Yt P' '�' oL�4vJ fit t1. J < :!^ .. 'S�+t.K Y t Y•".; 'r 7'> ' F`r�.--�•'t� �. N�y� •.y,eA jlr ! �,__ Tt. 16'4Y F 7006 6 f! i "" =" _ 11�9 ^7179 1 ; ,� 1 68 ,104E � { tT1 ti 2358' 2358 3536 it • t +' n ='O' f' tBIr �. t i,S72 YvN�e; '� S � , i S .... � !1 F : FiRM_ 1 �•H ... . L 4YF 3143 T.•4715 ,•y A ,T lr'05 `805,1 943 943 7414 r MA 1 y_.�S1 ;ir��.`-.,-•r. �.`J . i.., 2029 U � •/"-'F- CART G. FORBES, P.E. 555 S. POMPANO PARKWAY POMPANO BEACH, FL 33069 FL. LICENSE NO.20699 (9544) 682-6651 March 16, 2016 To who it may concern: Re: TRUSS WEB BRACING CUSTOM TRUSS For any of the trusses designed by this office, where lx4 lateral bracing is called for on the engineering sheets, the following may be substituted: If one brace is called for, 1x4 "T" or "I", Hem Fir or Southern -Yellow Pine may be used with 8d nails at 8 inches o.c. If two braces are called for, 2x4 "T" or "I" Hem Fir or Southern Yellow Pine may be used with 12d nails at 8 inches o.c. In all cased, the "T" or "P' brace must be installed and centered along at least 90% of the length of the web. Please let me know if I can be of any further assistance. Very..truly yours, vt Carl G. Forbes, P.E. v License No: 20699 JANUARY 1, 2009 I SCAB -BRACE DETAIL 'I ST - SCAB -BRACE MTek USA, Ina L v MiTek USA, Inc. Note: 'Scab 9 Bracln to be used when -con' 6nbous lateral,bPacing,Atmldpoidt''(or T:Brace) is impractical;', ,, Scab fnust cover` full:length of web.t/- 6". THIS DETAIL IS NOT APLICABLE WHEN BRACINGJS "' REQUIRED AT 1/3 POINTS OR I -BRACE IS SPECIFIED. APPLY;2x SCAB TO ONE FACE OF WEB; WITH 2 ROWS OF 10d;(3" X 0.131") NAI118-SPACED 6" O.C. SCAB;MUST,B&THE,SAME GRADErSIZE AND SPECIES (OR'BETTER) AS TRiff WEB. MAXIMUM WEB AXIAL FORCE = 2500 Ibs MAXIMUM WEB LENGTH=12'10" 2u4,MINIMUM WEB SIZE scA6 BRACE � ' MINIMUM WEB GRADE OF #3 Nails � Section Detail ®-� Scab -Brace Web Scab -Brace must be same species grade (or better) as web member. Page 1 of 1 I Augus-MA 2010 L v J�Q O i o0 MTekUSA. Inc. L-J T-BRACE / I -BRACE DETAIL WITH 2X BRACE ONLY I, ST ,- T-BRACE 2 Note: T-Bracing / I Bracing to be used lwhen continuous lateral bracing is impractical ,Y Bic / IrBrace m6st cover 90% of web length. Note: This detail NOT,to bet used'to conyertT-Brace / I -Brace webs to continuous 141 ral l3eaced'webs, J Nailing Pattern T-Brace size Nail Size_ Nail Spacing.; . ,< 2x4 or 2x6 or 2x8 Note: Nail along entire length of T-Brace / I -Brace (On Two-Ply's Nail to Both Plies) A WEB r SPACING T-BRACE Nails section Detail T-Brace Web ace a MiTek USA, Inc. Page 1 of 1 Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing 1-2x4`T Brace,' '2x4-I-Brace M 2x6T-Brace 2x6I-Brace 2x8 T-Brace 2x81-Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 1-Brace 2x6 2x6 T-Brace 2x6 ]-Brace 2x8 2x8 T-Brace 2x81-Brace, T-Brace / I -Brace must be same species and grade (or better) as web member. JANUARY 1, 2009 OC t,R) r V u--iL� RA;T.It I MA Inc L-BRACE DETAIL Nailing Pattern L-Brace size Nail Size Nail Spacing 1 x4 or 6 10d 8" o.c. _ 2x4, 6, or 8 - 16d 8" D.C. Note: Nail along entire length of;L-Brace (On Two-Ply's Nail to Both Plies) Nails WI ST - L-BRACE Mirek USA, Inc. Page 1 of 1 Note: L-Bracing to be used when continuous lateral bracing is impractical. L-brace must cover 90% of web length. L-Brace must be same species grade (or befter)•as wed mei ibet,° L-Brace Size, for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 1 x4 ••» 2x6 1A ".. 2x8 2x8 » — DIRECT SUBSTITUTION NOT APLICASLE L-Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 »»' 2x6 2x6 »»' 2x8 2x8 I """ '** DIRECT SUBSTITUTION NOTAPUCABLE. L::JA:NUARY 22, 2013 OPEN BACK AND CORNER ST-CORNER SET HIP bORNER DETAIL O=[] 0 ovmn Welk USA, Inc. Open End Jack PITCH, MAm 12_ / MININ 12'-' ' Mac arameng: 2-" A- B C Hip Comer D w MA MIN vers' in. aring Mln. heel helgth:0 15 Malt. o rhang:2-1" TYPICAL CORNER FRAMING -, zoclaussFs 0 _,I �,� SpUARECUT ' Connection at A `Connection at C 'vuet,au 6esysa -. �waems y rlFwresl6a F(R 86e 0.W 81OE rrew sma nFwaame ar L tOd (0.131" x 3') nails MTek USA, Inc. Page 1 of 1 Connection at D ConneC top of comer Hip odM (3) 10d (0,131- x 3') toenalls Into top chord of hip girder.. A Hip Girder Hip Girder Attach 12" 2.6 SYP No.2 block with two grows of 10d (0.131' x 3") nails spaced 3" ca. Use a min 3' member end distance 45 DEGREE ANGLE Connection at B BEVEL CUT .00 61aEV1EW 2 rU115 eFia uos NEIA 90& 10d (0.131" x 3") nails a Basic wind speed is 170 MPH -ASCE 7-10 Exposure catagory B or C. ocalpam:Y caiagoryII' 8.psf topchurd dead load. 4.2 plif bottom chord dead load. 25;mof hel8ht MWFRS Dlmclional / GC Hybrid Enclosed building (Cond. I) Duration of load is 1.60 Truss LL-11360 TL-Lr240 Lumber. SPF MSR 21001.8E min. top chord required for Loading: Duration of load Is 1.25 top chord slopes between 5.01/12 and 8(12. 30 psf top chord live load SPF No. 2 min. top chord slopes between 5112 and 4112. 15 paf top chord deal load SPF No. 2 min. bottom chord. 0 psf bottoun chord five load SYP No. 2 or better for comer rafter. 10 psf bottom chord dead load 10 psf.nomconalrent bottom chord live, load Plates All plates are MT20 Installed on each face per TPl 1. Conforms to. IRC 2000120=200e/200=012 IBC 2000/2003/200612009=12 - ------- ___F ------ - --------- March 4, 2013 LATERAL TOE -NAIL DETAIL ST-TOENAIL VL T 00 D13 MiTek USA, Inc. Q.,�......... ...... � aye .., R NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL .FROM .THE MEMBER END AS SHOWN. , 2. THE END Dl$LANCE EDGEgIST,QNCE'AND $PACING OF NAIL'S SHALL BE SUCH AS L O AAOID VALUE SJJ&L' S fIN,G dF; ENE QJOOD ? 3. ALLOWABLE VALUE SHALL: BE THE L�$S�RVALUE OF THE BOTTOM CHORD SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES'PER NDS 2005 (ib/nail) DIA_M. SP OF HF _ SPF SPF-S O .131 88.1 80.6 _ 69.9 68.4 59.7 Z O .135 93.5 _ 85.6 74.2 72.6- 63.4 fn .162 118.3 108.3 93.9 91.9 80.2 ei • z 76.9 66.7 65.3 •'S7.0 0 ffI48 f8461 80.6 69.9 684 5 _ 6 97.6 84.7 82.8 72.3 vi 0 1 .120 73.9 67.6 5B. 57.4 50.1 O .128 84.1 _ 76.9 66.7 65.3 57.0 J o .131 88.1 80.6 69.9 1 68.4 59.7 .148 106.E 97.6 84.7 828 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) -16d NAILS (A 62" diam. x 3.5') WITH SPF SPECIES BOTTOM CHORD For load duration increase'of 1A5: 3 (nails) X 91.9 (lb/nail) X 1.15 (DOL) = 317.0I6 Makimum.Capacity 45 DEGREE ANGLE BEVEL CUT SIDE VIEW (2x3) 2 NAILS NEARSIDE NEAR SIDE SQUARE CUT SIDE VIEW SIDE VIEW 3 NAILS _ 2 NAILS xNEARSIDE NEAR SIDE FAR SIDE NEARSIDE - -+ FAR SIDE SIDE,VIEW NAILS E E SIDE VIEW SIDE VIEW (2x4) 06) i 3 NAILS '' ' 4 NAILS'. -NEARSIDE NEARSIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE March 4, 2013 UPLIFT.TOEINAIL.DETAIL ST-TOENAIL_UPLIFT =O 0 00 00 E=a MiTek USA, Inc. SIDE VIEW FAR SIDE 2.i THIS DETAIL SHAtiL BE 41SE6FOFtiA' CONNECTION RESISTING- UPLIFT FARCES ONE'' ' 0l 1 ['N* ,;DESIGNER IS RESPONSIBLE FOR LOADS'IN OTHER DIRF GTiION& - ;.I, .. '1'I-, SIDE VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES'ONLY TOE -NAIL WITHDRAWAL VALUES PER NDS 2005 (Ib/nall) DIAM. SP OF HF SPF SPF-S 0.13t 59 46 32 30 20 , O.135 60 46 33 30 20 in .162 72 58' 39 - 37 25 J � Z .128 54 41 19 W' .131 55 43 29 28- 19 N .148 62 1 48 34 31 21 0 .120 51 7 26 17 z O .128 49 38 26 25 17 c .131 51 39 27 26 17 c9 .148 57 44 31 28 20 VALUES SHOWN ARE CAPACITY PER TOE -NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. MiTek USA, Inc. Page 1 of 1 END VIEW I I / V FOR 3- NAIL 1-1116' FOR 3.25' NAIL L J 1-wiv FOR 3.5' NAIL t NOTES: ' 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE.OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3THE LENGTH OF THE', `. . NAIL FROM` THE MEMBER'END'AS'SHOWN` ' 2 THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER. NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. EXAMPLE: (3) -16d NAILS (.162- diam. x 3S') WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X 37 (Ib/nail) X 1.33 (DOLdor wind) =148 lb Maximum Allowable Uplift fleaction Due To Wind For Wind DOL of 1.60: 3 (nails) X 37 (Ibfnail) X 1.60 IDOL for wind) —177, Ib Maximum Allowable-UplifNReaction Due To Wind If the uplift reaction specified odthe Truss Design Drawing exceeds 1471bs (177 (bs) Building Designer is responsible to specifiy a different connechoni "' USE (3) TOE -NAILS ON 2x4 BEARING WALL "' USE (4) TOE -NAILS ON 2x6 BEARING WALL. JANUARY 28, 2015 I LATERAL TOE -NAIL DETAIL I ST-TOENAIL SP MITak USA, Inc. Page 1 of i OO L V JtiJ-i MiTek USA, Inc. NOTES: 1, TOE -NAILS SHALLBE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER AND MUST HAVE FULLifW,OQD Sue,'P.QRt�t (S!AIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK GORNER!OR T) jE MEMBER END AS SHOWN. 2. THE END DISTANCE EDGEpIW0C4j-,pn SPACING OF NAILS SHALL BE SUCH 'AS 1-0 AVOID UNUSUAL. SALM;r,ING OTr ". H 'W' OD. 3.. LL MEMBERS OUE 14ALL ST SPEG ESSE13 VALUE OF THE TWO SPECIES OE -NAIL SINGLE SHEAR VALUES PER NDS 2001 (lb/nail) DIAM. SP DF HF 'i SPF�o SPF-S .131 88.0 86.6 69_9 68.4 59.7 z p .135 93_5 85.6 74.2 72.6 63.4 J in ,162 108.8 99.6 86.4 84.5 73.8 (7 .128 74.2 67.9 58.9 57.6 , 50.3 z .131 75.9 69.5 60.3 59.0 57.1 N .148 1 81.4 74.5 64.6 63.2 52.5 VALUES SHOWN ARE CAPACITY PER TOE -NAIL APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) - 76d NAILS (A 62" diam. x 3.5') WITH SPF SPECIES BOTTOM CHORD For load duration'increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity ANGLE MAY VARY FROM 30 ° TO 60' 45.00" ANGLE MAY VARY FROM 30"TO 60° THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW (2x4) 3 NAILS NEARSIDE NEARSIDE NEARSIDE 45.00' SIDE VIEW (2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW (2x6) - 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30 ° TO 600 45.000 FEBRUARY 14, 2012 TRUSSED VALEEIIY SET DETAIL ST-VALLEYS OO ® M rak USA, Inc. Page 1 of 1 LIVE` (OA1)'3Q PSF (MAC oO GABLE END, COMMON TRW,SS " . UEAE) CJOAD=15`PSF � MA%O.. NOTE ;VALLEY STUD SPACING NOT (n� OR GIRDER T USS, _ TO EXCEED 48" O.C. SPACING .A$C 117 981 ASCE`.7 Q2;'ASCE 7 O5'(MWFRS)�100 MPH MiTek USA. Inc. ASh 7-lh%MWPpC1M9G�hecil ---y ---��-- -- . • . ' II ; TRUSS TYPICA4 BASE TRUSSES TYPICAL(24' O.C. ) ( 24 O �i VALLEY TRUSS TYPICAL GABLE END, COMMONTRUS: 1. 2. 3. 4. TOE - NAIL VALLEY TO BASE TRUSS W/" (2) 16d TOE NAILS (24' O.C.) \ OR GIRDER TRUSS P 12 I � CHORD S MAY I 12 ATTACH 2x6 CONTINOUS NO.2 SPF . TO THE FACE OF THE ROOF W/ TWO O 16d (.131' x 3.5) NAILS INTO EACH TRUSS BELOW RESTS ON 2x6 \ DETAIL A (GREATER THAN 3/12 PITCH) ATTACH BEVELED 2x4 CONTINOUS NO.2 SPF TO THE FACE OF THE R60F W/ TWO 16d (.131' x 3.5') NAILS INYb EACH TRUSS BELOW `ate ATTACH VALLEY TO BEVELED 2x4 W/ (2) 16d TOE NAILS DETAIL C TOE - NAIL VALLEY TO (GREATER THAN 3112 PITCH BASE TRUSS W/' LESS THAN 12112 PITCH) (2 )16d TOE NAILS 9 11 10 ATTACH 2x4 CONTINOUS NO.2 SPF BLOCK TO THE FACE OFTHE ROOF W/ TWO 16d (.131' x 3.5') NAILS INTO EACH TRUSS BELOW. EACH TRUSS BELOW MUST HAVE A BLOCK ATTACHED TO IT. TOE - NAIL VALLEY TO BASE TRUSS W/ (2) 16d TOE NAILS DETAIL B (3/12 PITCH OR LESS) STANDARD PIGGYBACK ST-PIGGY-ALT FEBRUARY 14, 2012 TRUSS CONNECTION DETAIL MTek USA, Inc. O [MMAX XIMUM WIND. SPEED a REFER TO NOTES 0 AND OR E k MEAN;ROD HEIGHi.30'FEET TRUSS SPACING a 24'O.C.TEGORY II BUILDINGPOSURE B or CCE 7-02, ASCE 7-05RATION OF LOADINCREASE : i.6D TAIL IS NOT APPLICABLE FOR TRUSSES MiTek USA, Inc. NSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. A-PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. n seeAP CONNECTED TO EACH PURLIN M S FOR ANY PIGGYBACK SPAN, OR e' MPH_ WITH A MAXIMUM. D WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURUNS WITH Nail -On PLATES AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB NOTE , . . This sheet is provided as a Piggyback connection /I detail only. Building Designer is responsible for all 7'a 7' X 1/2' PLYWOOD (or7/16' OSB) GUSSET EACH SIDE AT24' O.C. AT I permanent bracing per standard engineering practices or EACH BASE TRUSS JOINT. ATTACH WITH 3 - 6d (0.113- X 2') NAILS refer to SCSI for general guidance on lateral restraint INTO EACH CHORD FROM EACH SIDE (TOTAL -12 NAILS) I and diagonal bracing requirements. _— VERTICAL WEB TO FOR LARGE CONCENTRATED LOADS APPLIED " EXTEND THROUGH TO CAP TRUSS REQUIRING A VERTICAL WEB: BOTTOM CHORD OF PIGGYBACK 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP .. \ AS SHOWN IN DETAIL - 2) ATTACH 2 x_x 4'-0- SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131- X 31 NAILS SPACED 4' O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (®1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO [dATCFfBAS 5) CONCENTRATED LOAD MUST BE APPUEp_f©gBG1'(4F IFaj ,fix GTQ DARD PAGP BACK TRUSS iFEBROW ST-PIGGY.-PERP. "Com.4te- �10W DETAIL� PERPENDICULAR) MiTek USA, Inc. Page i of I U F - 30 FEET _IGHT ORyII )0 WIND F0 UREF 5 or 0 WIND 0$1. E PER ASCE-7-98,ASCE7-02, ASCE7-0510OMPH (MWFFIS): WIND DES PER Ar4C-E 7-10 1:�5 MPH (1AWIFFIS) MITek USA, Inc. DURAATTIQN: F! LOAD INCREASE FOR WIND t Abs­. 1.60 DETAIL IS NOT APPLICABLE FOR TRUiSES; TRANSFER1140 DRAG LOAD$ (SHEAR ADDITIONAL CONSIDIERAMONS B Y 13�21L ENGINEERMESIGNER ARE REQUIRED. TH AIC-SHALLjp.E ONLY USEQ�FOR-RESIS-nNGIA.VERTICAL 'VVIND 4'; I'' j�p hWdMumATthcti*6Z)NNF(�-,ndi4{poi-W.i eUikbk6I)E,§ -P veih �� I nAD I'IMITAtIn1,PAi461nf% ve a[ truss Gesign ogaid'oto' Igyback truss Info on.� F-3 4 NEAR SIDE'S I'j ATTACH PKjrYIiACKTRUSS TO BASF TRUSS WITH (2) -'16d (6.Is1'9 3�5) NAILS TOIENAWED. FAR SIDE . I NOTES FOR TRUSS: 1. THISPETAILISY, 2. THE CHORD MEW MUST BE SOUTH] S. THE SPACING OF IS 2 FT OR LESS, 4. THE PIGGYBACK BASE TRUSSES. 5. PIGGYBACKTRU OF AT FLATTOPCHORD OF BASE TRUSS BASE TRUSS (SIDE VIM) Refer to actual trttss design drawing for additIbnai base truss infOrmalm. NOTES POFITOL-NAIL'. i. TOE -MAILS SHALLBE DRIVEN ATAN ANGLE OF30 DEdR#S WITH THE MEMBER AND STARTEP 113 •THE LENGTH OFT* NAIL FROM THE MEMBER END AS SHOWN- 2- THE END DISTANCE, EDGE DISTANCE.AND, SPACING OF i NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. m FOR ONE -PLY PIGGYBACK TRUSS ONLY; OF PIGGYBACK AND BASE TRUSSES - PINE OR DOUGLAS FIR -].ARCH Lumms; 3YBACK-TRUSSFS AND BASETRUSSES aSES SHOULD BE PERPENDICULAR TO AY NOTCANTILEVER OVER BASE TRUSS NG WHICH WILL CREATE A HIGHER UPLIFT May 24, 2012 I Standard Gable End Detail T v Typical 2x4 NailsTo 2x4 Verticals WW/i /i Od Od Nails, , O.C. = IP \� OC1 Vertical Stud , r����Il Jr._—�--r�� MITek USA, Inc. SECTION B-e ' DIAGONAL BRACE O.C: MAX TRUSS GEOMETRY ANO CONDIT16NS SHOWN ARE FOR ILLUSTRATION ONLY. \ 12 Q Varies to Common Truss I\ it *\ SEE INDIVIDOAL',MITEK EN( • DRAWINGS FOR DESIGN Of A -i 3x4 = g B \ \V * - Diagonal Bracing ** - L-Bracing Refer Refer to Section A -A to Section B-S 1. MINIMUM GRADE OF 42 MATERIAL IN THE TOP AND BOTTOM CHORDS. �24:Maxi F 2.!CONNECTIQN BETWEEN BOTTOM CHORE) OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOFSYSTEM. ' 4.'L' BRACES SPECIFIED ARE TO BE FULL LENGTH, ;SPF or SP No.3 OR BETTER WITH ONE ROW OF iOd NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF `DIIPHRAMAT4'-0'O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A 2x4 AS SHOWN WITH 16d NAILS SPACED B' O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. 'ATTACH TO VERTICAL GABLE STUDS WITH (4) 1odNAILS THROUGH 2x4. (RrFrR TO SECTION ) Diag. (? 7. GABLE STUDOEFLLECT ON.MEETS OR EXCEEDS LP240. at 1�3F S. THIS DETAIL DQES,NOT.'APPLYTO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM. CHORD. GABLES NEXTTO SCISSOR if needi TYPE TRUSSES. 10. 10d AND 16d NAILS ARE 0.131'X3.0"AND 0.131"X3.5" COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES •ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC 2 DIAGONAL Ertl Minimum Stud Without 2x4 DIAGONAL BflAOJ=SrAV: o ' Stud Size Spacing Brace L-Brace BRACE 1/3.PpINTS " Species Maximum Stud Length ; and Grade 2x4 SP No. 31 Stud 12" O.C. 4-0-1 6-2-9 8-0-1 12-0-2 2x4 SP No. 3 /Stud 16" O.C. 3-7-10 5-4-9 1 7-3-5 10-10-16 2x4 SP No. 31 Stud 24' O.C. 3-0-3 4-4-11 6-0-6 •9-0-9 , `2x4 SP No.2 12" O.C. 4-2-9 6-2-9 8-2-5 12-7-12 2x45P No.2 76' O.C. 3-9-15 5-4-2 7-7-14 11-5-14 2x4 SP No. 2 124° O.C. 3-4-2 _ 4-4-11 6-8-5 10-0-7 j Diagonal braces over 6'-3' require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6" require 2x4 ]-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 10d nails Sin o.c., with Sin minimum end distance. Brace must cover 90 % of diagonal length. T or I braces must be 2x4 SPF No. 2 or SP No. 2. MAX MEAN ROOF HEIGHT -an FEET EXPOSURE B or C ASCE 7-10 170 MPH STUD DESIGN IS BASFp DURATION OF LOAD INCREASE :1.60 1 CONNECTION OF BRACINI ST-GE170-SP M7ek USA, Inc. Page 1 Vertical Stud �� (4) -16d Nails 2IA O OR SPF No,2 �� L anAc6 16d Nails Spaced 6' ex. (2) -10d Naps Into 2x6 2X6 SP OR SPF No.2 _\ Typical Horizontal Brace Nalled To 2z4,Verllcals w/(4)-10d Nails SECTIONA-A 2X4SPORSPF No. 2 INEERING TTERIA oof Sheathin race Dints Id �� I Wall TO PLYWOOD SPF BLOCK x/ 2xB.DIHGONAL BRACE SPACED 48, O.C, ATTACHED TO VERTICAL WITH (4)-led NAILS, AND ATTACHED TO BLOCKING WITH (5)-10d.,NAILS., " -HORIZONTAL BRACE (SEE SECTION A -A) MAY 24, 2012 �nnoo 'CJ MTek;USIILA.., Inca OI 4-0'O.C.MA " A A 4j,f Y r I Diagonal Bracing• Refer to Section A -A NOTE: 1. MINIMUM GRADE OF. #2,MATI 2. CONNECTION BETyJEEN Bill WALL`TO BE PROVIDED BY , 3. BRACING SHOWN I$+FOR INT ARCHITECT OR ENGINEER F Standard Gable End Detail Typical 2x4 L-Brace Nailid To' "„r. " 2x4 Verticals W/10d Nails{l, 6" o.c. veiti✓cal/Stud �r SECTION B-B TRUSS GEOMETRY AND CONDR{DNS SHOWN ARE FOR ILLUSTRgTIONIONLY. I 72 . Vanes to Common Trluss 1 .,'SEEINDIVIDUAL MITEK ENGiI R ;p 9r -L-Bracing Refer to Section B-B BRACING OF'ROOF SYSTEM. ' 4. "L' BRACES SPECIFIED ARE Tile OR BETTER WITH"ONE.HOW OF 5. DIAGONAL BRACE TO BE APPRO: DIAPHRAM AT 4-0 O C1 ; 6: CONS7RUCTCHORRONTAL'BRAC I' 2x4�A5 SHOWN WITH I d'NAILS; BRACE TO BE LOCATED A71"HEl ATTACH TO VERTICAL GABLE ST (REFER TO SECTION A -A) 7. GABLE STUD DEFLECTION MEET e. THISDETNIJ,DOESNOTABPLYI 9. DO NOT,GSE-FLAT BOTTOM CHC TYPE TRUSSES 4 Wl. 10. 10d AND.15d NAILS ARE0.131'XF 11. SOUTHERN PINE LUMBER DESK 'OM CHORDS. )TRUSS AND HITECT. SULT BLDG. ANENT SP No.3 .C. TO ROOF Vertical Stud t(4)-led Nells (2)-10d Nails into 2x6 SECTION A -A ST-GE170-0-SP M',Tek USA, Inc Page 1 16d Nails Spaced 6' o.c. t 2X6 SP OR SPF No. 2 Typical Horizontal Brace Nailed To 2x4 Verticals W/(4)=10d Nails OR SPF No.2 3x4= (5)INIM NAILS. j SHEANAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD SPFBLOCK k2ma. Roof Sheathin I / Max. (2) ` to ^ ` / (2) 10d NAILS. .vrvrvc�. urva,P o AND iCED'6. O.CAjORIZONTAL ISPAN OF THF, LONGEST GABLE STUD. ' - S�WIT-1(4)10dNAILS THROUGH 2x4; Diag. Brace )R EXCEEDS U2a0 at 1 /3 points STRUCTURAL GABLES. =' } GABLES NEXT ,to SCISSOR l If needed I .AND 0131'X3.5`COMMON WIRENAILS RESPECTIVELY. . VALUES ARE THOSE EFFECTIVE 06- 1-1213Y SPIB/ALSC. IAGorrnc , End Wali 2x4 :DIBRACEL BE�AOES!/hT,_. L- c Minimum Stud Size Species and Grade Stud Spacing Without Brace a e 1I3�PbINTSt Maximum Stud Length 2x4 SP No. 3/Stud 12.O.C. 3-9-7 5-8-8 6-11-1 i 11-4-4 . 2xa SP No.3lSlud 16'O.C. 3-4-12 _ 4-11-15 6-9-8 it10.2-3 ,. 4SPNo.3/Stud 24.O.C. 2-9-4 4-0-7 5-6-8 I+8-3-13n - 2x4SPNo.2 12"O.C. 3-11-13 5-8-8 6-11-1 1:11-ti-7' 2x45P No.2 16'O.C. 3-7-7 4-11-5 6-11-1 �:70-10-5' 2x4 SP Nc. 2 24' O.C. 3-1-15 4-0-7 6.3-14 9-5-14 Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over I Z-6" require 2x'4 [-braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with 1 Od nails 61n o.c., with 3m minimum end distance. Brace must cover 90 / of diagonal length. T or I braces must be 2x4 SPF No. 2 or SP No. 2. MAX MEAN ROOF HEIGHT . 30 FEET EXPOSURE ASCE 7-10 170 MPH I STUD DESIGN IS BASED ON C DURATION OF LOAD INCREASE: 1.90 I CONNECTION OF BRACING IS jTrus s @';24" o c: . . •2x6'DIAGONAL BRACE SPACEDTl 48f O C. ATTACHED 7O VERTICAL W ITH (4)=16d',NAILSI °AND ATTACHED TO,' BLOCKING WITH (5) 40d NAILS: r " HORIZONTAL BRACE (SEE SECTION A -A) FEBRUARY 14, 2012 Standard Gable End. Detail I SHEET 2 MITek USA, Inc. Page 2 of 2 ii 1 1R. ALTERNATE DIAGONAL ,BRACING -TO THE BOTTOM CHORD Lj Trusses @ 24" ox. t............ J.. — D.C. HORIZONTAL 8i'l "I - 2x6 �'� .1 .6�04 BRAQE'SPACED 48 -@)EESECTION .A -A) ATrACRED TO VERTICAL WITH (4) A 6d —I 1. COMMON WIFIENAILS ANUATTACHED Roof Sheathing MITak USA, Inc. TO BLOCKING WITH (5) - I Od COMMONS. IT IS THE RESPONSIBILITY OF THE BLDG DESIGNEROR', OR NAIL DIAGONAL BAACETO 'THE PROJECT ENGINEER/ARCHTECTTODESIGN THE .1PURUN WITH Two i ad NAILS 'CEILING DIAPHRAGM AND ITS ATTAGHMENTTO THE TRUSSES TO RESIST.ALL OUT OF PLANE LOADS THAT MAY RESULT FROM THE BRACING OFTHEGASUE ENDS/ 2X 4 PURUN FASTENED TO FOUR TRUSSES WITH TWO l6d NAILS EACH. FASTEN PURUN TO BLOCKING W/ TWO 16d NAILS (MIN) Diag Brace PROVIDE 20 BLOCKING BETWEEN THE TRUSSES at I 7: ..SUPPORTING THE BRACE AND THE TWO TRUSSES I ON EITHER SIDE AS NOTED. TOENAIL BLOCKING ifneeded TO TRUSSES WITH (2) - led NAILS'AT EACH END. % ATrACH COMMON DIAGONAL BRACE TO BLOCKING WITH (5) led WIRE NAILS. End Wall CEIUNG SHEATHING ---------- — . ....... BRACING 'REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAYBE BRACED AS NOTED: .. . ..... .. .. STRUCTURAL METHOD I: ATTACH A MATCHING GABLE TRUSS TO THE INSIDE GABLETRUSS FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2: ATTACH 2X_ SCABS TO THE PACE OF EACH VERTICAL SCABALONG . ..... MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING VERTICAL ... ... NAILING SCHEDULE. SCABS ARE TO BE OFTHE SAME SIZE, GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: - FOR WIND SPEEDS 120 MPH (ASCE 7-98,02,05),150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE HOW OF led (.131-X3') NAILS SPACED 6-0.0. MPH (ASCE 7-10) NAIL ALL -FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98. 02, 06), 150 MP MEMBERS WITH TWO ROWS OF I Gd (.131- X a-) NAILS SPACED 6' O.C. (2X 4 STUDS MINIMUM) fl MAXIMUM STUD LENGTHS ARE LISTED ON PAGE I. ALL BRACING METHODS 6HOWN.QN PAGE'l ARE J. VALID AND ARE TO BE FASTFNEDTO THE SCABS OR INLAYED STUD a• VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST-' STRUCTURAL GABLrTRUSS..., BE PRESENT TO PROVIDE FULL LATERAL SUPPORT,OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS.THE BRACING'SHOWN IN THIS DETAIL IS FOR THE VERTICAUSTUDS ONLY. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDR ESSED HERE. STANDARD GABLE TRUSS A J March 4, 2013 I BEARING BLOCKOETAIL l ST-BLCK1 �oil ® REFER TO INDIVIDLIALTRU'SS DESIGN MiTek USA, Inc. Page 1 of 1 FOR F�CAtE SIZFS'l1ND LUtf3ERIFfA1ES moo IMPORTANT 00 This detail t0,.be ysed og1y with bne ply trusses. w t11 a b O L.i�V4tltieincr�ase df 1.15 or higher. sses '. MiTek USA, Inc. :Trunbbfi tit7g,the's9 criteria should be examined individually. G-3-8 ACTUAL BEARING SIZE BOTTOM CHORD SIZE MAILINGAN PATTERN LUMBER GRADE ,4 ALLOWABLE 14 (Ib)),AC*IN BEARING B OCK ALLOWABLE LOADS BEARING BLOCKS, WOOD BEARING ALLOWABLE LOADS ALLOWABLE LOAD Ob) .1' TOTAL EQUIVALENT BEARING LENGTH ; , SP 2966 979 ,3941 0-4410. 2x4BOTTOMCHORD� 2 ROWS@;3 O,C.:-.�,. ,.DF 3281 892 4173 -. IS TOTAL NAILS) . a• •:�u HF••:.. — 212(5 _ 772 2898 0-4-12 SPF MI 754 2985 — 0-4-11 ..SP—. ,..'2966 1402 4428 ' 0-5-3 2x6 BDTTOK1:bHC)RQ DF - P '3281 •• 1338 4619 0-4-14 3 ROWS@3',OC., ,; HF.:j::. 2126 1159 3285 0-5-6 (12 TOtAC_NAILS)`SPF '2231 11$1 3362 0-5-4 SP 2966 .. 1990 4016 0-5-12 2x8 BOTTOM CHORD OF 3281 1794 5065 0-5-6 4 ROWS @ 3.O.C. (16 TOTAL NAILS) HF •. 2126 1545 3671 0-6-0 SPF 2291 1,908 3739 0-5-13 CASE'2 4' MINIMUM HEEL HEIGFIT I I IzeLocK NU I cb: 1. USE -LOWER ORTOP PLATE OR TRUSS WOOD SPECIES. 2.THEIEND;DISTANCE EDGE'DiSTANCE;'AND SPACING OF, NAILS$HALL BE SUCH ASTOMO1OlUNUSUAIB'SPLIIIDNG OF THE WOOD.':" �1 3. NAILS DESIGNATED`ARE 10d,(,131' DIAM. x3� :i • FOR BEARINGS NOT NEARER THAN 30 TO THE END OF A MEMBER (CASE 2). THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.10 ' LOADS BASED ON FOLLOWING Fe PERPENDICULAR VALUES: SP = 565 psi DF = 625 psi HF = 405 psi SPF -425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WITH "E' VA1_UES GREATER THAN 1.900,000 PSI OR NON -DENSE GRADS LUMBER. March 4, 2013 BEARING BLOCK DETAIL ST-BLCK2 • oc� LIME] p_o�� o0 C E] MiTek USA, Inc. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES IMPORTANT This detail to be used only with one ply trusses with a D.O.L. lumbgr•increase of 1.15 or higher. - Trusses not fitting these criteria should be examined individually. 0-5-8 ACTUAL BEARING SIZE BOTTOM CHORD SIZE ANDLING PATTERN NAISP LUMBER GRADE ALLOWABLE REACTION (Ib) * BEARING BLOCK ALLOWABLELOADS BEARING BLOCK& WOOD BEARING ALLOWABLE LOADS ALLOWABLE LOAD (Ib) TOTAL EOUIVALENT BEARING LENGTH 4661 975 5636 0-6-10 2x4 BOTTOM CHORD OF 5156 892 6048 0-6-7 2ROWS03'O.C. (8 TOTAL NAILS) HF 3341 772 4113 ` 0-6-12 SPF 3506 754 4260 0-6-11 SP 4661 1462 6123 0-7-3 BOTTOM CHORD OF 5156 1338 6494 0-6-15 2x6 3 ROWS @ 3' O.C. HF 3341 1159 4500 0-7-6 (12TOTALNAILS) SPF 3506 1131 4637 0-7-4 SP 4661 1950 6611 0-7-12 2x8 BOTTOM CHORD DF 5156 _ 1784 6940 0-7-6 4 ROWS @ 3- D.C. (16 TOTAL NAILS) HF 3341 1545 4886 , 0-8-0 SPF 3506 1508 5014 0-7-14 CASE 2 4' MINIMUM T HEEL HEIGHT 1 BHG BLUUK I Ut JA L 12•BLOCK SIZE, GRADE,&SPECIES __ AS EXISTING BOTTOM CHORD. APPLY TO ONE FACE OF TRUSS. NOTES: 1. USE LOWER OF TOP PLATE OR TRUSS WOOD SPECIES. 2.THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. NAILS DESIGNATED ARE IOd (A 31- DIAM. x 3-) FOR BEARINGS NOT NEARER THAN 3-TO THE END OF A MEMBER (CASE 2), THESE VALUES MAY BE MULTIPLIED BY A BEARING FACTOR OF 1.03 LOADS BASED ON FOLLOWING Fe PERPENDICULAR VALUES: SP = 565 psi OF — 625 psi HF - 405 psi SPF = 425 psi NOTE: VALUES DO NOT INCLUDE MSR LUMBER WJTH "E' VALUES GREATER THAN 1,900,000 PSI OR NON-DENSE'G�415E LUMQER. • • . - ;,�,,. I:x" � REED 1 1? ()()�-052s-- IF THERE ARE NO MARKUPS ON LAYOUT, THEN TRUSSES WILL BE BUILT AS DESIGL AND CT WILL NOT BE BACK -CHARGED FOR ANY ITEMS FOUND AFTER THE FACT ALL DIMENSIONS AND CONDITIONS THAT EFFECT WD. TRUSE MUST BE VERIFIED BY BUILDER AND/OR ARCHITECT BEFORE 3- 6 112' N ,wim 112 a 51 n a• _ 2t0 8- V 4' - s� At TRUSS PROFILE VERIFY ALL DETAILS SCANNED BY Wit. Lucie County ALL LUMBERS ARE PRESSURE TREATED. T 114• l 1 2.0' 1 R'1 4' ag,.6," F'" ynji, 5 Re% VERIFY ALL DIMENSIONS, WALL HGT.s, COL. HGT.s & LOCATION GIRDER LOCATIONS, CLG HGT.s, COFFER CLG. LOCATIONS END DETAILS, PITCH, FASCIA, O.H. & CANT SOME DOWN FRAMING REQ. BY BLDR. pertrjirt1r19. C. Oment St l AkS i fi-a-,,FSL fit,»; Iti R Qfl� CSM Engineering, LLC. 772-220-4601 Approved Cr Rejected ❑ Submit Specified Item XApproved as Corrected ❑ Revise and Resubmit This review is only for general conformance with the design concept of the project and general compliance with the information given in the Contract Documents. Corrections or comments made on the'shop drawings during this review do not relieve contractor from compliance with the requirements of the plans and specifications. Approval of a specific item shall not include approval of an assembly of which the item is a component. Contractor is responsible for: dimensions to he confirmed - and correlated at the jobsite; information that pertains solely to the fabrication processes or to the means, methods, techniques, sequences and procedures of construction; coordination of the work of all trades; and for performing. all work in a safe and satisfactory m4tner.^ t Date A 1 t�s CODE COMPLIANCE STN LUCIE COUNTY BOCC M"i SCE T-10 MWFRS m pN TCLL 30 40 Enclosed TCDL 15 EO 1.00� BCDL 10 5 Roof 125 / Floor 1.00 BOLL 0 0 D' TOTAL 55 65 w TRUSS HANGER INFORMATION u EyN �'+ss our m eaa, m • ipy ewwme sa-n HANGER SHOP DRAWING APPROVAL 1890 W. ATLANTIC AVE DELRAY BEACH, FL 33444 PH: (95a) 786A800 FAX:(954)T86-8804 STAR GROUP INC. OCEANIOUE BLDG. C I 4180N HWYAtA I FORT PIERCE FL awn y: ca e: Date: AK N.T.S. 0923l2019