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Home My WebLink AboutTRUSS' I SCANNED BY IRUSS ` _ St. Lucie County COMPANY LLC. �j8E38: BURGER KING Site Information: Project Customer: JETA BUILDERS, LLC. Lot/Block: Site Name: 6598 S. US HWY 1 Site Address: PORT ST. LUCIE St: FL Zip: Gene Design Fort Dallas Truss Company, LLC. 7035 SW 44th ST ;Mia'rni,�FL-33i 5 -. )r.Tel: (305),�667=6797 Fax:` (305) 667-0592, Job Name,'BURGERX-ING #A2975Z'. Subdivision al Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show d Loading Conditions): :ode: FBC2017ITP12014 Design Program: 8.21 Mar 12 2018 Roof Load: 55.0 psf Floor Load: N/A :ode:ASCE7-10 C-C for members and forces & MWFRS for reactions Wind Speed: 170 mph Iis package includes 53 individual, dated Truss Design Drawings and 0 Additional Drawings. ith my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet nforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. .Date Truss ID# Seal# 1 Q6/29/18 F1 A0032414 2 6/29118 F2 A0032415 3 0129/18 F5 A0032416 4 06/29/18 F6 A0032417 5 ¢6/29/18 HH1 A0032418 6 46/29/18 HH10 A0032419 7 06/29/18 HH2 A0032420 8 06/29/18 HH2A A0032421 9 06/29/18 HH3 A0032422 10 08/29/18 HH4 A0032423 11 66/29/18 HH5 A0032424 12 00/29/18 HH6 A0032425 13 90/29/18 HH7 A0032426 14 00/29/18 HH8 A0032427 15 6/29/18 HH9 A0032428 16 66/29/18 HHG1 A0032429 -17 06/29/18 HHG2 A0032430 18 6/28/18 J0 A0032431 19 06/28/18 11 A0032432 20 66/28/18 J2 A0032433 No. Date Truss ID# Seal# 21 06/29/18 M1 A0032434, 22 06/28/18 M10 A0032435 23 06/29/18 M1A A0032436 24 06/29/18 M1 B A0032437 25 06/29/18 M2 A0032438 26 06/29/18 M3 Ab032439 27 06/29/18 M3A A0032440 28 06/29/18 M4 A0032441 29 06/29/18 M4A A0032442 30 06/29/18 M5 A0032443 31 06/29/18 M5A A0032444 32 06/29/18 M6 A0032445 33 06/29/18 M7 A0032446 34 06/29/18 M8 A0032447 35 06/28/18 M9 A0032448 36 06/29/18 MG1 A0032449 37 06/29/18 MG3 A0032450 38 06/29/18 MG4 A0032451 39 06/29/18 MG5 A0032452 40 06/29/18 MG6 A0032453 The truss drawing(s) referenced above have been prepared under r�I y direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. Truss (Design Engineer's Name: Jose Martinez, P.E. 24 E 5t� SST, Hialeah, FL 33010 (Florida PE# 031509) NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown. No. Date Truss ID# Seal# 41 06/29/18 T1 A0032454 42 06/29/18 T10 A0032455 43 06/29/18 T11 A0032456 44 06/29/18 T12 A0032457 45 06/29/18 T2 A0032458 46 06/29/18 T3 A0032459 47 06/29/18 T5 A0032460 48 06/29/18 T6 A0032461 49 06/29/18- T7 A0032462 50 06/29/18- TG1 A0032463 51 06/28/18 TG2 A0032464 52 06/28/18 TG3 A0032465. 53 06/28/18 TG4 I A0032466 0 JOSS , P.E. Consultin �eii/Structural E. i i �°treet i i-tweah, 4 L 3 L) Phone (305) 667-6797 (Florida, P.E. 031509) 1 Page 1 of 1 Enaineers Name Date REVIEWED ❑ REVISEAND RESUBMIT ❑ REJECTED ❑ FURNISH AS CORRECTED Corrections or comments made on the shop drawings during this review do not relieve contractor from compliance with requirements of the drawings and specifications. This check is only for review of general conformance with the design concept of. the project and general compliance with the information given in the contract documents. The contractor is responsible for confirming and correlating all quantities and dimensions, selecting fabrication processes and techniques of construction; coordinating his work with that of all other trades; and performing his work in a safe and satisfactory manner. ATLANTIC ENGINEERING SERVICES Date t 2 v By is S J Fort D 'H s Truss Co. LLC. To: Delivery 7035 5;44 St. Miami FI�. 33155 Y JETA BUILDERS, LLC. Job Number: 18E38 (305) 66T 6797 Fax: (305) 667-0592 5825 GLENRIDGE DR. NE BLDG. 3 SUITE 255 Page: I Date: 07/02/18 43:34:08 Project: BURGER KING Block No: Model: I Lot No: ATLANTA, GA Contact: H.1 Site: Office: - Deliver To: 6598 S. US HWY 1 Account No: 095300962 Designer:/ Name: Phone: (912) 313-1255 Salesperson: JOSHUA SUAREZ Fax: PORT ST. LUCIE, FL 34952 Quote Number: P.O. Number: I, Profile: II Qty: Truss Id: Span: Truss Type: Slope LOH ROH ' I� 2 Fl 03-10-08 FLAT 0.00 OA Hght: 02-08-15 1 2X4/2X4 2 F2 03-10-08 FLAT GIRDER 0.00 OA Hght: 02-09-10 , 2 2X4/2X6 1 07-07-08 OA Hglih 03-03-07 FS FLAT GIRDER 0.00 3 2X4/2X6 1 07-06-00 OA Hght: 03-02-13 F6 . FLAT GIRDER 0.00 4 2X6/2X6 I' 9 HH1 06-02-00 HALF HIP 12.00 OA Hght: 08-01-15 5 — 2X4/2X4 0.25 5 HH10 06-02-00 HALF HIP 12.00 OA Hght: 08-00-12 6 2X4/2X4 0.25 II I 5 HH2 06-05-10 HALF HIP 12.00 OA Hght: 07-04-05 7 I' 2X4/2X4 0.25 2 HH2A 06-05-10 HALF HIP 12.00 OA Hght: 07-04-05 8 2X4/2X6 0.25 1 01-10-15 OA Hght: 08-00-00 HH3 HALF HIP 12.00 9 2X4/2X6 1 HH4 03-10-15 HALF HIP 12.00 OA Hght: 07-11-15 10 2X4/2X4 i I HH5 05-10-15 HALF HIP 12.00 OA Hght: 07-11-07 11 2X4/2X4 1 HH6 06-01-08 HALF HIP 12.00 - OA Hght: 07-10-15 12 2X4/2X4 1 HH7 01-10-15 OA Hght: 08-00-00 HALF HIP 12.00 13 2X4/2X6 11 ' 1 HH8 03-10-15 HALF HIP 12,00 OA Hght: 08-00-11 14 2X4/2X4 0.25 II 1 HH9 05-10-15 HALF HIP 12,00 OA Hght: 08-00-12 15 2X4/2X4 0.25 2 HH61 06-02-00 HALF HIP 12.00 OA Hght: 08-01-15 16 2X4/2X6 0.25 1 HHG2 06-01-00 HALF HIP 12. 00 OA Hght: 07-10-07 17 n 1 2X4/2X6 2 00-08-11 OA Hght: 04-10-08 JO CORNER JACK 12.00 18 2X4/2X4 y 12 Jl 01-11-11 CORNER JACK 12.00 OA Hght: 02-11-11 19 I -X4/2X4 Fort Dallas Truss Co. LLC. 7035 S 144 Miami,, FL. 33155 (305) 6. 7-6797 Fax: (305) 667-0592 To: JETA BUILDERS LLC. 5825 GLENRIDGE DR. NE BLDG. 3 SUITE 255 ATLANTA, GA Delivery Job Number: 18E38 page: 2 Date: 07/02/18 13:34:11 Project: Model: URGER KING Block No: f Lot No: Contact: Site: Office: Deliver To: 6598 S. US HWY 1 PORT ST. LUCIE, FL 34952 Account No: 095300962 Designer: / Salesperson: JOSHUA SUAREZ Sales P Quote Number: P.O. Number Name: Phone: Fax: (912)313-1255 Profile: I I Qty: Truss Id: Span: Truss Type: Slope LOH ROH J2 02-08-11 2X4/2X4 CORNER JACK 12.00 OA Hght: 04-10-08 20 9 Ml 34-01-00 2X4/2X4 MONOPITCH p,25 OA Hght: 03-05-05 21 I/ 22 Ml0 03-10-08 2X4/2X4 MONOPITCH 12.00 OA Hght 04-10-08 22 8 MIA 34-01-00 2X6/2X4 MONOPITCH 0.25 OA Hght: 03-05-05 23 -- 1 M1B 34-01-00 2X6/2X4 MONOPITCH 0.25 OA Hght: 03-05-05 24 3 M2 39-01-00 2X4/2X6 MONOPITCH 0.25 OA Hght: 03-05-05 2$ I 5 M3 39-01-00 2X4/2X6 MONOPITCH 0.25 OA Hght: 03-05-05 26 2 M3A 39-01-00 2X4/2X6 MONOPITCH 0.25 OA Hght: 03-05-05 27 1 M4 24-01-00 2X4/2X4 MONOPITCH 0.25 OA Hght: 03-02-13 . 28 - 2 M4A 24-01-00 2X6/2X4 MONOPITCH 0,25 OA Hght: 03-02-13 29 1 M5 30-07-00 2X4/2X4 MONOPITCH 0.25 OA Hght: 03-05-05 30 I 1 M5A 30-07-00 2X4/2X4 MONOPITCH - 0.25 OA Hght: 03-05-05 31 4 M6 19-00-00 2X4/2X4 MONOPITCH 0 .25 OA Hght: 03-00-05 32 I 3 M7 07-03-00 2X4/2X4 MONOPITCH 0.25 OA Hght: 03-05-05 33 � 3 M8 02-06-00 2X4/2X4 MONOPITCH p,25 OA Hght: 03-03-07 34 24 Mg 03-04-08 2X4/2X4 MONOPITCH 12.00 OA Hght: 04-04-08 35 4 (2) 2-Ply MGl 39-01-00 2X4/2X6 MONOPITCH 0.25 OA Hght: 03-05-05 36 1 MG3 34-01-00 2X6/2X6 MONOPITCH 0.25 OA Hght: 03-05-05 37 y 2 (1) 2-Ply 1V1G4 33-11-08 - - 2X6/2X6 MONOPITCH - - -- 0.2� - - — OA Hght: 03-05-04 - - --- - - - - - - - - - 38 - Fort Dallas Truss Co. LLC. To: Delivery 7035 SW 44 St. Job Number: 18E38 Miami+, Ft 33155 JETA BUILDERS, LLC. (305) 667T 5797 Fax: (305) 667-0592 5825 GLENRIDGE DR. NE BLDG. 3 SUITE 255 Page: 3 Date: 07/02/18 13:34:13 Project; BU GER ICING Block No: Model: I Lot No: ATLANTA, GA Contact: Site: Office: Deliver To: 6598 S. US HWY 1 Account No: 095300962 Designer: / Name: Phone: (912) 313-1255 Salesperson: JOSHUA SUAREZ Fax: I PORT ST. LUCIE, FL 34952 Quote Number: P.O. Number: I Pr' file: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 2 (1) 2-Ply MG5 33-11-08 2X6/2X6 NIONOPITCH 0.25 OA Hght 03-05-04 39 1 MG6 34-01-00 2X6/2X6 MONOPITCH 0.25 OA Hght: 03-05-05 40 02-00-00 OA Hght: 08-01-11 41 2 T1 ROOF SPECIAL 0.00 2X4/2X4 1 T10 02-07-15 ROOF SPECIAL 8.49 OA Hglit: 07-10-07 42 I; 2X4/2X4 0.18 01-11-10 OA Hght: 07-10-07 43 1 Tll ROOF SPECIAL 0.00 II .I 2X4/2X4 01-11-10 OA Hght: 07-07-07 44 1 T12 ROOF SPECIAL 0.00 2X4/2X4 02-00-00 OA Hght: 08-01-06 45 2 T2 ROOF SPECIAL 0.00 2X4/2X4 02-11-13 OA Hght: 07-03-04 46 � I 2 T3 ROOF SPECIAL g,49 2X4/2X4 0.18 I 02-08-07 OA Hght: 08-02-00 47 2 TS ROOF SPECIAL 8.49 2X4/2X4 0.18 02-02-06 OA Hght 07-03-04 48 2 T6 ROOF SPECIAL 0.00 i 2X4/2X4 02-02-06 OA Hght: 07-03-12 49 I 2 T7 ROOF SPECIAL 0.00 2X4/2X4 I' I 1 TGi 08-07-03 ROOF SPECIAL 8.49 OA Hght: 08-00-11 50 2X4/2X6 0.18 I s 1 TG2 04-08-08 ROOF SPECIAL g,q9 OA Hght: 04-04-00 51 2X4/2X6 5 05-04-04 OA Hght: 04-09-07 52 TG3 ROOF SPECIAL g,q9 2X4/2X6 h lief 1 TG4 05-04-04 ROOF SPECIAL g,qg OA Hght: 04-09-07 53 2X4/2X6 Fort Dallas 'Truss Co. LLC. T o: Delivery 7035 SW 44 St. Miapni,' FL. 33155 JETA BUILDERS, LLC. Job Number: 18E38 .(305) 6 i,7-6797 Fax: (305) 667-0592 5825 GLENRIDGE DR. NE BLDG. 3 Page: 4 Project: 'URGER KING Block No: SUITE255 Date: 07/02/1813:34:15 Model: I Lot No: ATLANTA, GA Contact: Site: Office: Deliver To: Account No: 095300962 Maine: Phone: (912)313-1255 6598 S. US HWY 1 � Designer: / Salesperson: JOSHUA SUAREZ Fax: Quote Number: I' PORT ST. LUCIE, FL 34952 P.O. Number: The trL s drawing(s) referenced above have been prepared under n y direct supervision based on the parameters by Arch. or ENG of Record using MiTek 20/20 software. I Truss Design Engineers Name: Jose Martinez, P.E. Jos o vil/Structural �lgi e„I 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 0315 PAUL �On2� s E, with ,tre° u 0 iisteah,33010 667-6797 NOTE:' i The seal on these drawings indicate acceptance of Phone (3C5) (Florida P E, 031509) professI ional engineering responsibilty for the truss components shown. Engineers Name Date o russ Iruss ype y y BURGER KING #A29752 18E38 I F1 Flat 2 1 A0032414 FORT DALLAS TRUSS CO_ LLC_ wnnni Fi T,..,,, sie... _ Job Reference o tional 4 •� „•,o„«..,., ,.,, o� „w��„o� ,uc. muu am < ioa ru cvia rage ID:DY1JRRtrgsuYGJXonwsBkczB2ZB-sfwl7a8qaGp8NghdgFKMJ2L1Cpd6a4f2m5TV7pz05yc 3-10-8 1 3x4 = 2 T1 2axI W1 2 W1 B1 5 3 Scale=1:16.6 4 = 2x4 11 3x4 3-10-8 3 10 8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL I I , 30.0 Plate Grip DOL . 1.00 TC 0.41 Vert(LL) -0.01 3-4 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.00 BC 0.62 Vert(CT) -0.05 3-4 >796 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-P Weight: 24 lb FT = 0% LUMBR- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEB9,1 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=197/Mechanical, 3= 97/Mechanical Max Uplift4=-108(LC 6), 3=-108(LC 6) Max Grav 4=290(LC 18), 3=290(LC 19) I � . —..- S. (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; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf, h=15ft; Cat.11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 - 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Thisitruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 4 and 108 lb uplift at joint 3. 7) This 'truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points alo g the Bottom Chord, nonconcurrent with any other live loads. LOAD' ASE(S) Standard I i I I . i'i Job russ russ ype ty y BURGER KING #A29752 16E36 F2 Flat Girder 2 1 A0032415 FORT ❑ LLAS TRUSS CO- I I C MIAMI FI Tnnv Ciur.o _ Job Reference o tional _._ v ..._.,. .. �,.,,,....�.,,--„.,�. �.w��— c 1--o—io rage -I ID:DY1JRRtrgsuYGJXonws8kczB2ZB-Kr48Lw8SLax??gGpEyrbsGuFnC3cJLDB?IC3fGzO5yb 1-11-4 3-10-8 1-11 4 1-11-4 1 3x4 = 2 3 W1 2x 2 W1 W W1 B1 F 7 5 B 4 7x10 = 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.00 TC 0.23 Vert(LL) -0.01 5 >999 360 TCDL 15.0 Lumber DOL 1.00 BC 0.22 Vert(CT) -0.01 5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P TOP CHORD BOT CHORD WEBS 1' TOP C WEBS 2x4 SP No.2 BRACING - TOP CHORD 2x6 SP No.2 2x4 SP No.3 BOT CHORD (lb/size) 6=1030/Mechanical, 4=10301Mechanical Max Uplift6=-563(LC 4), 4=-563(LC 4) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 1-6=-9111511,1-2=-613/334, 2-3=-613/334, 3-4=-9111511 1-5=-56311032, 3-5---563/1032 Scale=1:16.9 PLATES GRIP MT20 244/190 Weight: 32 lb FT = 0% Structural wood sheathing directly applied or 3-10-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. r 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi'=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refe%to girder(s) for truss to truss connections. 6) Pro `de mechanical connection (by others) of truss to bearing plate capable of withstanding 563 lb uplift at joint 6 and 563 lb upliftlat joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Hander(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1666 lb down and 910 lb up ati 1-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the' LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or,back (B). LOAD CASE(S) Standard 1) Dead,+ Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-90, 4-6=-20 Con entrated Loads (lb) 11 Vert:5=-1666(F) Y Job I Truss Fruss Type y BURGER KING #A29752 18E;8 F5 FLAT GIRDER 71'y 1 A0032416 FORT DALLAS TRUSS C[1_ I I C MICMI cl r....,. me..- Job Reference (optional) • i our c warty cvla age, YG ID:DY1JRRtrgsuYGJXonws8kcz82ZB-o2dW946u3sczr?ogNgPTROFcN82pJLEPycBiz05ya 3-9-12 7-7-8 3-9-12 3.9-12 2x4 11 3x4 = Scale=1:21.7 1 3x4 = 9 5 10 4 6 3x8 = 2x4 11 2x4 11 3-9.12 LOADING (psf) TCLL SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP 30.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) 0.02 5-6 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.00 BC 0.33 Vert(CT) -0.02 5-6 >999 180 BCLL 1 0.0 Rep Stress Incr NO WB 0.44 Horz(CT) 0.00 4 n1a n/a BCDL i 10.0 Code FBC2017ITP12014 Matrix-P Weight: 53 lb FT= 0% 1. VIQ"rc- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, BOT CORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=958/Mechanical, 4=9581Mechanical Max Uplift6=-498(LC 4), 4=-498(LC 4) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD ' 1-6=-701/396,1-7=-720/374, 2-7=-720/374, 2.8=-720/374, 3-8=-720/374, 3-4=-701/396 WEBS I 1-5=-4771919, 2-5=-402/315, 3-5=-477/919 NOTES I 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCp! 0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) Provde adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refe , to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 498 lb uplift at joint 6 and 498 lb upli atjoint4. 7) ThisItruss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all. panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Girder carries tie-in span(s): 2.6-0 from 0-,1-8 to 7-9.0; 7.3.0 from 0.1-8 to 7.9-0 9) In th4 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) Deac) + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-90,4-6=-171(F=-10, B=-141) o 1Truss Truss ype ty y BURGER KING #A29752 18E$8 F6 FLAT GIRDER 1 1 A0032417 I FART nAl I I AC TRI ICC rn 1 1 Job Reference (optional) �••r �•_• a.Zlu s Mar iz ZU18 MI reK Intlustries, Inc. Mon Jul 2 13:37:30 2018 Page 1 ID:DY1JRRtrgsuYGJXonwsBkczB2ZB-GEBvmcAitBBiE7QCLNu3xhzaa0ewnBUUS3hAk8zO5yZ 1-10� 3-9-0 5-7-12 7-6-0 1-10 4 1-10-12 1-10A2 1-10.4 2x4 11 3x8 = 2x4 11 5x6 = Scale=1:21.4 1 Sx6 = 11 2 3 4 12 5 T1 W1 2 0 W3 W W3 4 LJ Li VW3W W1 B1 13 q 14 a 15 16 16 8x10 = 3x6 11 8x10 = 3x8 11 3x8 11 WhIS ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATESGRIP TCLL � 30.0 TCDL 15.0 Plate Grip DOL 1.00 Lumber DOL 1.00 TC 0.27 Vert(LL) 0.03 8 >999 360 MT20 2441190 1 BCLL , 0.0 Rep Stress Incr NO BC 0.68 WB 0.76 Vert(CT) -0.04 •Horz(CT) 0.01 8 >999 180 6 nla n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 72 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 BOT C�l ORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, WEBS 2x4 SP No.3 *Except* BOT CHORD except end verticals. Rigid ceiling directly applied or 7-1-3 oc bracing. I W1: 2x6 SP No.2, W2: 2x4 SP No.2 REACTIONS. (lb/size) 10=2976/Mechanical, 6=2976/Mechanical 1, Max Uplift10=-1624(LC 4), 6=-1624(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-2456/1352,1-11=-1366/743, 2-11=-1366/743, 2-3=-1366/743, 3-4=-1366/743, 11 412=-1366/743, 5.12=-1366/743, 5.6=-2456/1352 BOT CHORD 9-14=-1033/1889, 8-14=-1033/1889, 8-15=-1033/1889, 7-15=-1033/1889 WEBS 1-9=-1471/2703, 3-9=-927/516, 3.8=-685/1319, 3-7=-927/516, 5-7=-1471/2703 I NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Thisltruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1624 lb uplift at joint 10 and'1624 lb 41ift at joint 6. 7) Thisitruss has been designed for a moving -concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Girder carries tie-in span(s): 2-6.0 from 0-2-4 to 7-8-4 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD ,ASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Unif"rm Loads (plf) Vert: 1-5=-90, 6-10=-755(F=-10, B=-725) I Job Truss Truss Type typly BURGER KING IIA29752 A0032418 18E3j HH1 Half Hip 9 1 Job Reference (optional) uu�u Fea, uFc. F dw c Fam:ac cu Fo rage F ID:DY1JRRtrgsuYGJXonwsBkczB2Z8-CcJfBHCyPpRQTRZaTowX063oOgJpFEEnwNAGolz05yX 6.2.0 4.10.0 N-0 Scale=1:52.6 2x4 11 3x4 = 4 5 a 2x4 3 0 4 12.00 12 2T1314 6= 9 T 2= N t� 1 c 2x4 // 11 12 8 0.25112 3x6 11 li-z-a 5.1-o s10-e S1.0 0.3-8 LOADI{4G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL I 30.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) 0.05 2 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.72 Vert(CT) -0.09 1-8 >624 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) -0.06 6 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix-S Weight: 46 lb FT = O% LUIVICSCK- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT C�1ORD 2x4 SP N0.2 WEBS I 2x4 SP N6.3 BOT CHORD I REAC IONS. (lb/size) 1=20910-6-0 (min..0-1-8), 6=-152/0-8-0 (min. 0-1-8), 8=578/0-6-0 (min. 0.1-8) Max Horz 1=750(LC 10) Max Upliftl=-268(LC 8), 6=-408(LC 9), 8=-967(LC 10) Max Grav 1=419(LC 7), 6=311(LC 6), 8=578(LC 1) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C(-1ORD 1-9=-667/592, 2-9=-646/615, 2-3=-617/556, 3-7=-769/761, 3-4=-415/425, 1 7-8=-115011099 BOT C!IORD 2-13=-281/255, 7-13=-281/255, 7-14=-265/277, 6-14=-265/277 WEBS , 4-6=-401/451 1) UnbF 2) Winc GCpi to 6 �I grip I 3) Pro 4) Plate 5) Thisl 6) Pro '� atjoi 7) Beve 8) Thisl' alonc 9) Grap LOAD C 11 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. anced roof live loads have been considered for this design. ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., :0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-3-0 to 3-3-0, Interior(1) 3-3-0 to 4-11-12, Exterior(2) 4-11-12 .4 zone; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate OL=1.33 le adequate drainage to prevent water ponding. checked for a plus or minus 0 degree rotation about its center. •uss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. le mechanical connection (by others) of truss to bearing plate capable of withstanding 268 lb uplift at joint 1, 408 lb uplift t 6 and 967 lb uplift at joint 8. :d plate or shim required to provide full bearing surface with truss chord at joint(s)1, 8. -uss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points the Bottom Chord, nonconcurrent with any other live loads. ical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. %SE(S) Standard o ITruss cussHalfp ype ty y BURGER KING #A29752 1BE31 HH2 Hi 5 1 A0032420 Job Reference (optional) j'61 scu,o rays , I D:DY1 JRRtrgsuYGJXonws8kczB2ZB-9?RPbzDDxQi8jljiaDy?6W86gdxwmj6k4NhfNtvz05yV 5.1-10 6-5-10 5.1-10 14-0 3x4 = 2x4 11 2x4 /i 3x6 11 11 12 8 0.25 12 s-s10 Scale = 1:50.9 ' Plate Offsets (X,Y)-- [3:0-2-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.90 Vert(LL) 0.06 2 >909 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.00 BC 0.94 Vert(CT) -0.15 1-8 >402 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) -0.07 6 nla n/a BCDL 10.0 Code, FBC20171TP12014 Matrix-P Weight: 48lb FT=O% wrvltstK- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 1=148/5-4-10 (min. 0.1.8), 6=-481/0-8-0 (min. 0-1-8), 8=988/5-4-10 (min. 0-1-8) Max Horz 1=609(LC 10) Max Upliftl=-276(LC 8), 6=-531(LC 8), 8=-1579(LC 10) Max Grav 1=448(LC 7), 6=888(LC 10), 8=1189(LC 8) FORCI�B. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-6771592, 2-9=-8231739, 3-9=-8141775, 3-7=-153411521, 5-6=-233/319, 7-8=-1627/1601 BOT CHORD 2-13=-427/395, 7-13=-427/395, 7-14=-517/492, 6-14=-517/492 WEBS11 3-5=-335/296, 3-6=-901/834 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Winds ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-5 to 3-4-5, Interior(1) 3-4-5 to 5-3-6, Exterior(2) 5-3-6 to 6-3-14 zone; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip OL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This 'truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Prov�de mechanical connection (by others) of truss to bearing plate capable of withstanding 276 lb uplift at joint 1, 531 lb uplift at joint 6 and 1579 lb uplift at joint 8. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1, 8. 8) This truss has been designed for a moving concentrated load of 200.O1b dead located at all mid panels and at all panel points along the Bottom Chord; nonconcurrent with any other live loads. LOAD CASE(S) Standard o I russ Truss Type y y BURGER KING HA29752 18E31 HH2A Half Hip 2 1 A0032421 Job Reference (optional) •-' • ^-""' -'-'• �"'•• •^•^'^•• • •••. `�'9 `^_••� 0' IV S mar IL zu 10 1 1 1 eK muu5lne5, Inc. mon Jnl Z IS:S/:S0 ZU7C rage l , ID:DY1JRRtrgsuYGJXonws8kczB2ZB-dB?npJErhkq?Ku198wTEekhJ11PESZVDcLPwPMz05yU 1 5.1-10 6-5-10 5.1-10 T. 3x4 = Scale =1:50.9 2x4 11 3x4 /i 3x8 11 10 11 8 0.25 T2 6-510 i 5410 6-2.2 Plate Offsets (X,Y)-- [3.0-2.0 0.5-8]6:0-3.0 0-3-0] [7:0-1-8 0.3-8] 8.0-4-12 0-1-8] LOADI G (psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 -Plate Grip DOL 1.00 TC 0.80 Vert(LL) 0.06 2 >918 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.00 BC 0.41 Vert(CT) 0.06 2 >976 180 BCLL 0.0 Rep Stress Incr NO WB 0.26 Horz(CT) -0.06 6 n/a nla BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 52lb FT= 0% LUMBI TOP C BOTC WEBS TOP C BOTC WEBS 1) Unl 2) Wir GC 3) Prc 4) Plal 5) Thi: 6) Pro atji 7) Be% 8) Thi: aloi LOAD R- BRACING- ORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, ORD 2x4 SP No.2 *Except* except end verticals. Bi: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2x4 SP No.3 ONS. (lb/size) 1=14315.4-10 (min. 0-1-8), 6=-464/0-8-0 (min. 0-1-8), 8=964/5-4-10 (min. 0-1-8) Max Horz 1=595(LC 8) Max Uplift1=-279(LC 6), 6=-517(LC 6), 8=-1546(LC 8) Max Grav 1=448(LC 5), 6=863(LC 8)5 8=1168(LC 6) i. (lb) -Max. Comp./Max. Ten.- All forces 250 (lb) or less except when shown. ORD 1-2=-673/587, 2-3=-8091767, 3-7=-1043/1490, 5-6=-233/319, 7-8=-111911567 ORD 2-12=-2261365, 7-12=-226/365, 7-13=-266/455, 6-13=-266/455 3.5=-335/296, 3-6=-875/739 anced roof live loads have been considered for this design. ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., :0.18; MWFRS (envelope) gable end zone; end vertical right exposed;,Lumber DOL=1.33 plate grip DOL=1.33 le adequate drainage to prevent water ponding. checked for a plus or minus 0 degree rotation about its center. •uss has been'designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. le mechanical connection (by others) of truss to bearing plate capable of withstanding 279 lb uplift at joint 1, 517 lb uplift t 6 and 1546 lb uplift at joint 8. :d plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 8. -uss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points the Bottom Chord, nonconcurrent with any other live loads. 4SE(S) Standard Job Trype y y BURGER KING #A29752 18F+38 EHH3' Half Hip 1 1 A0032422 Job Reference (optional) Dl ' ii u. jwull Jul z-13:3G5u dints vage 1 ID:DY1JRRtrgsuYGJXonwsdk.; Bg ZB-SOZAOfFTSlysy2tMie?TBxDSDRiGB1yNr?8UxozO5yT -6.1 1.10.15 -8.1 1-4.0 Scale=1:44.1 2x4 // 10x14 INI8SHS= 12.00 12 4x5 = 8 1-70.15 Plate Offsets (X Y) [1.0 2 12 0 2 121 [1 0 8 12 0 1-51 f5 0-3-0 0-4-4] [6 0 1 12 0 0 0] [7.0 0 0 0 2 12] 8.0 2 4 0 1 01 LOADING TCLL (psf) � 30.0 SPACING- 2-0-0 Plate Grip DOL 1.00 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP TCDL 15.0 Lumber DOL 1.00 TC 0.90 BC Vert(LL) 0.01 7 >999 360 MT20 244/190 BCLLI 0.0 Rep Stress Incr YES 0.62 WB 0.25 Vert(CT) 0.01 7 >999 180 Horz(CT) -0.22 5 n/a n/a M18SHS 2441190 BCDL' 10.0 Code FBC2017ITP12014 Matrix-S Weight: 36 lb FT = 0% BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins, BOT CHORD 2x6 SP N0.2 except end verticals. WEBS! 2x4 SP *Except* SP W1: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-5.2 oc bracing. REACTIONS. (lb/size) 5=8410-8-0 (min. 0-1-8), 8=80/Mechanical Max Horz 8=318(LC 9) Max Uplift5=-1186(LC 9), 8=-1120(LC 6) Max Grav 5=1068(LC 6), 8=1188(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-510/475, 2-3=-599/608, 7-8=-1207/1137 BOT OHORD 6-7=-364/314, 6-10=-290/247, 5-10=-2901247 WEB01 3.5=-630/681 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Win!d: ASCE 7-10; Vult=170mph (3-sec6nd gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 1-9-3 zone; end vertical right exposed;C-C for me tiers and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Pro 'de adequate drainage to prevent water ponding. 4) All dates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Thi§$Itruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Ref, r to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1186 lb uplift at joint 5 and 1120 lb uplift at joint 8. 9) Thisltruss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD;CASE(S) Standard Job Truss Truss Type Uty Ply BURGER KING #A29752 18E3I HH4 Half Hip 1 1 A0032423 Job Reference (optional) c 10 rvO WUJIIItlJ, 1114. -1 O 1 L 13:J/:J0 LU 10 rage -1 ID: DY1JRRtrgsuYGJXonws8kczB2ZB-1 mgwRLGj_fCaBM1 kp31xGMltgE01 fxgflldbOhz05yR 2-6.15 3-10-15 2.6.15 1 4-0 Scale=1:43.5 11 12 8 9 34 11 3x4 = 3-10-15 2-9-15 3.7-7 2.g-15 8 0.3.8 rule rsets IA,rf-- vr li:u•7-U,u-I-t11,14:U-9-S U-7-8J f6:U-3-0 0-2-12] [7:0-1-8 0-3-81 LOADI i G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) 0.06 2-7 >767 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.60 Vert(CT) 0.05 2-7 >807 180 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(CT) -0.10 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 46 lb FT = O% LUMtftK- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, BOT CORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 7-5-0 oc bracing. W3: 2x4 SP No.2 I y REACTIONS. (lb/size) 6=199/0.8-0 (min. 0.1-8), 9=199/Mechanical I Max Horz 9=564(LC 71 Max Uplift6=-704(LC 7), 9=-467(LC 6) Max Grav 6=649(LC 8), 9=589(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4381385, 3-7=-3051321, 3-4=-497/527,1-9=-5561471, 7-8=-397/404 BOT CI ORD 9-11=-599/573,11-12=-599/573, 8-12=-5991573, 2-13=-304/295, 7.13=-304/295 WEBS I 4-6=-558/584, 1-8=•561/612 1) 2) 3) Pro 4) Pla 5) Thi: 6) Ref 7) Pro upli 8) Thi! aloe 9) Gra LOAD lanced roof live loads have been considered for this design. : ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., =0.18; MWFRS (envelope) gable end zone and C-C Extenor(2) 0-1-12 to 3-9-3 zone; end vertical right exposed;C-C for 3ers and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 1e adequate drainage to prevent water ponding. s checked for a plus or minus 0 degree rotation about its center. russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. to girder(s) for truss to truss connections. le mechanical connection (by others) of truss to bearing plate capable of withstanding 704 lb uplift at joint 6 and 467 lb at joint 9. russ has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points the Bottom Chord, nonconcurrent with any other live loads. Kcal purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ASE(S) Standard 124 r o I Truss Type tyPly BURGER KING #A29752 18E31 ITruss HH5 Half Hip 1 1 A0032424 Job Reference (optional) o nu, en muusines, mc. mun dw c ia:m:ao cu io rage 7 ID: DY1 JRRtrgsuYGJXonws8kczB2Z6-VzEIfhH LIyKRpWcwNmYAparOrelcONppXyN8Y7z05yQ Q461.15 4.6.15 ,5-10.15 - .10-1 0 1 4-0 12.00 12 3x4 11 2 1 0 2x4 11 3x4 = 5 6 2x4 4 0 4 3/A76- 15 I � 16 3x4 = 5x6 = Scale=1:52.9 1210 13 14 9 3x4 // 2x4 11 3x6 11 5-10-15 0.10-15 49-15 5.7.7 -10-15 3-11-0 0-9.8 0.3.8 Plate Offsets (X,Y)-- [1:0.1-8,Edge] 2:0-2-0 Ed e] [5:0.1-12 0-1-8] 7.0-3-0 0.2-12] 8:0-1-8 0-3-8] I LOAD[ G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL j 30.0 ' Plate Grip DOL 1.00 TC 0.68 Vert(LL) 0.10 3 >562 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.00 BC 0.51 Vert(CT) 0.10 3 >605 180 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(CT) -0.11 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 47 lb FT = 0% LUrviotrt- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-9 oc purlins, BOT CjIORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. W2: 2x4 SP No.2 REACIONS. (lb/size) 1=-148/Mechanical, 7=23310-8-0 (min. 0-1-8), 10=54210-8-0 (min. 0-1-8) Max Horz 1=722(LC 10) Max Uplift1=-636(LC 8), 7=-460(LC 7),10=-737(LC 10) Max Grav 1=781(LC 10), 7=438(LC 8), 10=558(LC 8) ` FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-944/787, 2-3=-546/481, 3-4=-3681336, 4-5=-376/419 WEBS i 5-7=-426/434, 2-10=-9081862 I 1) Unb' lanced roof live loads have been considered for this design. 2) Win': ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-14 to 3-3-5, Interior(1) 3-3-5 to 4-8-11, Exterior(2) 4-8-11 to 5-9-3 zone; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Proi ilde adequate drainage to prevent water ponding. 4) Plat. �s checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Ref r to girder(s) for truss to truss connections. 7) Pro�de mechanical connection (by others) of truss to bearing plate capable of withstanding 636 lb uplift at joint 1, 460 lb uplift at joint 7 and 737 lb uplift at joint 10. 8) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Gra6hical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASES) Standard o Truss Type y�Ply BURGER KING #A29752 18EA I Puss 6 Half Hip 1 1 A0032425 Job Reference (optional) rvrti a i rtuoa uv. mow., mirani, ram., i ony sierra mLiu s mar iz zuin mi i eK mausines, inc. mon dw z 1XJ1:41 zule rage i ID:DY1JRRtrgsuYGJXonws8kczB2ZB-RLM33MJcHaa92plJVBaeu?wMRSQ5sHO6_GsFd?z05y0 1.1.8 4-9.8 6-1-8 1-1.8 3.8.0 1 M. 2x4 II 3x4 = 5 6 2x4 // 4 0 d 12.00 12 r 3 6- 17 o T 3x4 II 15 16 3x4 = 5x6 = c 2 A 1 1210 13 . 14 9 3x4 // 2x4 11 1.�he 11 6.1-8 0-_NN 5.0-9 0W,0 0- - 2 3-11-0 0-9-8 LOADI(JG (psf) SPACING- 2-0-0 CSI. DEFL. in. (loc) I/defl L/d TCLL 30.0 Plate Grip DI 1.00 TC 0.68 Vert(LL) 0.10 3 >571 360 TCDL 15.0 Lumber DOL 1.00 BC 0.51 Vert(CT) 0.09 3 >615 180 BCLL Q.0 Rep Stress Incr YES WB 0.30 Horz(CT) -0.10 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S LUMIitK- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 'Except' BOT CHORD W2: 2x4 SP No.2 REACTIONS. (lb/size) 1=-152/0-1-8 (min. 0-1-8), 7=233/0-8-0 (min. 0-1-8),10=54410-8-0 (min. 0-1-8) Max Horz 1=715(LC 10) Max Upliftl=-617(LC 8), 7=-460(LC 7),10=-715(LC 10) Max Grav 1=758(LC 10), 7=438(LC 8),10=544(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-9201768, 2-3=-5441479, 3-4=-368/336, 4-5=-375/419' WEBS I I 5.7=-425/433; 2-10=-896/844 Scale=1:52.6 PLATES GRIP MT20 2441190 Weight: 47 lb FT = 0% Structural wood sheathing directly applied or 5-2.6 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ;'TCDL=S.Opsf, BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GC �i=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-3.8 to 3-5-15, Interior(1) 3-5-15 to 4-11-4, Exterior(2) 4-11-4 to 5 1, 1-12 zone; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate, grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Plat I's checked for a plus or minus 0 degree rotation about its center. 5) Thi truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Pro 'de mechanical connection (by others) of truss to bearing plate at joint(s) 1. 7) Pro I'cle mechanical connection (by others) of truss to bearing plate capable of withstanding 617 lb uplift at joint 1, 460 lb uplift atjoint 7 and 715 lb uplift at joint 10. 8) Thi sitruss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points al g the Bottom Chord, nonconcurrent with any other live loads. 9) Gra 'hical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. i' LOAD CASES) Standard Job Truss Truss Type Qty BURGER KING #A29752 A0032426 18EA HH7 Half Hip 1 JPly 1 Job Reference (optional) rUKI UALLAa 1 KUaa l.V. LLI.., MIAMI, rL., I ony Werra AC1 V 5 Mar IL Nl0 MI 1 eK InOU511-1e5, IIIG. M-1 JUI L — m— N 10 raye 1 qq IDS�:DY1JRRtrgsuYGJXonws8kczB2ZB-wYwRHiJE2ti?gzKV2u6tQCTTgslfblRFDwbo9szZ409 3 4 I I Eil 2x4/i10x122CN18SRS 3x= i2 1 1 6 10 5 7x6 = 4x5 = L� 8 1-10-15 Scale =1:44A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 1I 30.0 Plate Grip DOL 1.00 TC 0.90 Vert(LL) 0.01 7 >999 360 MT20 244/190 TCDL ,' 15.0 Lumber DOL 1.00 BC 0.62 Vert(CT) 0.01 7 >999 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) -0.22 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 35 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT C ORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD W1: 2x6 SP No.2 REACTIONS. (lb/size) 5=8410-8-0 (min. 0-1-8), 8=80/Mechanical Max Horz 8=318(LC 9) Max Uplift5=-1187(LC 9), 8=-1122(LC 6) 1 Max Grav 5=1070(LC 6), 8=1189(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C�, ORD 2-6=-509/475, 2-3=-599/609, 7-8=-1207/1139 BOT CHORD 6-7=-365/316, 6-10=-290/247, 5-10=-290/247 WEBSI1 3-5=-631/681 Structural wood sheathing directly applied or 1-10-15 oc purlins, except end verticals. Rigid ceiling directly applied or 5-5-2 oc bracing. 1) Unbalanced roof live loads have been considered for this design. 2) Win : ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf; h=15ft; Cat.11; Exp C; Encl., GCRi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 1-9-3 zone; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This1truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Refer to girder(s) for truss to truss connections. 8) Projride mechanical connection (by others) of truss to bearing plate capable of withstanding 1187 lb uplift at joint 5 and 1122 lb uplift at joint 8. 9) Thi (truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard - II I o russ russ ype y y BURGER KING #A29752 HH8 1 1 A0032427 18E34 I Half Hip Job Reference (optional) rVR1 U via 1 RUaaUV.Lw.,ffil Y[,rL., Zany alerra a.Lla5mar lLLala IVn1ertn1ua5Lrle5,IIIU. —nJul L Ioc —aLa Ia raye I ID:DY1J RRtrgsuYGJXonws8kczB2ZB-OkUpU2KspBgsl7viccd6zQ0iW F5DKCuPSaLMhuzO5yM 2-6-15 3.10.15 2.6-15 1 4-0 Scale=1:43.5 TOP CH BOT C WEBS NOTES- 1) Unba 2) Wind GCp` men{I 3) Provi 4) Plate: 5) This 1 6) Refer 7) Prove uplift 8) This 1 alon 9) Grail LOAD C Max Grav 6=650(LC 8), 9=590(LC 9) 3. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ORD 1-2=-438/387, 3.7=-306/322, 3-4=-498/528,1-9=-5651479, 7-8=-3981405 ORD 9-11=-604/578,11-12=-604/577, 8-12=-6041577, 2-13=-3081299, 7-13=-308/299 4-6=-560/585,1-8=-572/623 lanced roof live loads have been considered for this design. ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., -0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-9-3 zone; end vertical right exposed;C-C for )ers and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 9e adequate drainage to prevent water ponding. a checked for a plus or minus 0 degree rotation about its center. russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. to girder(s) for truss to truss connections. 9e mechanical connection (by others) of truss to bearing plate capable of withstanding 705 lb uplift at joint 6 and 468 lb at joint 9. russ has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points the Bottom Chord, nonconcurrent with any other live loads. iical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ASE(S) Standard Job Truss Truss Type y y BURGER KING #A11752 1SEI6 HH9 Half Hip 1 1 A0032428 Job Reference (optional) rt u�uusuies, mc. mun dui c ia:orw to-io'ageI I D: DY1JRRtrgsuYGJXonws8kczB2ZB-sw18iOLUaVyjvHUuAJBLWdYtMfPT3gDYgE4vDKzOSyL 4.6.15 151015 4.6.15 1.4.0 Scale=1:52.5 2x4 11 3x4 = 4 5 2x4 3 0 4 12.00 12 2 6= T 12 13 2x4 = 5x6 = a0 M 1 N 0 2x4 // 10 11 0.2512 3x6 115-10-15 i 9 .15 1-5-1 5 0.9-5.7.87i. 9 0.3.8 Plate Offsets (X-YL. ra�n_s.n n.�_1�1 n•n_�_a n_z_ai LOAD I NG (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) 0.05 2 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.00 BC 0.73 Vert(CT) -0.09 1-8 >612 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) -0.05 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 46 lb FT= 0% LIJMt3!:K- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS I 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W1: 2x4 SP No.2 REACTIONS. (lb/size) 1=224/Mechanical, 6=-140/0-8-0 (min. 0-1-8), 8=54510-6.0 (min. 0-1-8) Max Horz 1=732(LC 10) Max Upliftl=-257(LC 6), 6=-380(LC 9), 8=-912(LC 10) Max Grav 1=412(LC 9), 6=296(LC 10), 8=545(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-637/577, 2-3=-584/539, 3-7=-7491748, 3-4=-3921402, 7-8=-108611051 BOT gHORD 2-12=-3081286, 7-12=-308/286, 7-13=-266/279, 6-13=-266/279 WEBS,! 4-6=-399/422 NuES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GC�,1=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-12 to 3-3-5, Interior(1) 3-3-5 to 4-8-11, Exterior(2) 4-8-11 to 5, 9-3 zone; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip IDOL=1.33 3) Provide adequate'drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Thi'Itruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 257 lb uplift at joint 1, 380 lb uplift at joint 6 and 912 lb uplift at joint 8. 8) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 8. 9) Thi#truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASES) Standard oI russ Truss Type City Ply BURGER KING #A29752 A0032419 18E3b 11-11-110 Half Hip 5 1 Job Reference (optional) mziu Smar -IL LU 10 miieK iriou5[rie5, inc. Mori Jui z ixa/:40 LU 10 'Ya9el ID:DY1JRRtrgsuYGJXonws8kczB2ZB-oJ9y74Mk66CR9beHHkApb2eDtT4jXZjr8YZ01Dz05yJ 4.10-0 6-2.0 4.16-0 1 4-0 2x4 11 3x4 = 4 5 2x4 // 3VV!IV! 0 4 1AFI-2 6= 13 5x62x4 //8 0.25112 3x6 11 s-ao I 91-0 6.10.8 5.1-0 0.9-8 M Scale=1:52.5 Plate Offsets (X,Y)-- [6:0-3-0,0-2-12],[7:0-1-8 0-3-8] LOADING 11 (psf) SPACING- 2-0-0 I CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.70 Vert(LL) 0.05 2 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.00 BC 0.74 Vert(CT) -0.10 1-8 >594 180 BCLL ; 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) -0.05 6 n/a n/a BCDL ; 10.0 Code FBC2017ITP12014 Matrix-S Weight: 46 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD BOT dHORD 2x4 SP No.2 WEBS 2x4 SP No.3 *Except* BOT CHORD W1: 2x4 SP No.2 REACTIONS. (lb/size) 1=227/0-6-0 (min. 0-1-8), 6=-147/0.8-0 (min. 0-1-8), 8=557/0-6-0 (min. 0.1-8) j Max Horz 1=732(LC 10) Max Upliftl =251 (LC 6), 6=-384(LC 9), 8=-909(LC 10) Max Grav 1=407(LC 9), 6=296(LC 10), 8=557(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-634/573, 2-3=-5831538, 3-7=-750/746, 3-4=-394/403, 7-8=-1088/1048 BOT CHORD 2-12=-310/286, 7-12=-310/286, 7-13=-2661279, 6.13=-266/279 WEBS,J 4-6=-399/425 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GC6i=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-3-0 to 3-6-6, Interior(1) 3-6-6 to 4-11-12, Exterior(2) 4-11-12 to 6''0-4 zone; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate gri0OL=1.33 3) Provde adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 251 lb uplift at joint 1, 384 lb uplift at joint 6 and 909 lb uplift at joint 8. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 8. 8) This1 truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points aloe' 1g the Bottom Chord, nonconcurrent with any other live loads. 9) GraI ihical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD�CASE(S) Standard Job Truss russ e YP ty y BURGER KING 1A29752 18E98 i HHG1 Half Hip 2 1 A0032429 Fr1RT nA1 I AR TRI1R6 rn 11 r IU-11 Ci t__.. Job Reference optional) I i I I I i I I 6 oai:vi cu 10 ra a -I ID:DY1JRRtrgsuYGJXonws8kc 06-6VfKk NNt6kIm'kDTrRh27G'AMUtVCGOs_NCJZgfz 5yI 4-10-0 6-2.0 4-10.0 2x4 11 3x4 = 4 5 o � 2x4 /� 3 0 4 12.00 12 2 76= T 12 13 2x4 — 5x6 = N 10 3x4 0.25112 3x6 11 6-2.0 b51.00 0-96.10; 1-.8n - Scale = 1:52.6 LOADING TCLL (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP 30.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) 0.05 2 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.00 BC 0.40 Vert(CT) 0.04 2 >999 180 BCLL . 0.0 Rep Stress Incr NO WB 0.18 Horz(CT) -0.05 6 nla n/a BCDL I 10.0 Code FBC2017ITP12014 Matrix-S Weight: 50 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 1 131: 2x6 SP No.2 WEBS, 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 1=213/0.6-0 (min. 0-1-8), 6=-135/0.8-0 (min. 0-1.8), 8=55710-6-0 (min. 0-1-8) Max Horz 1=735(LC 8) Max Upliftl=-248(LC 6), 6=-426(LC 7), 8=-889(LC 8) Max Grav 1=398(LC 5), 6=330(LC 4), 8=557(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-637/588, 2-3=-5821528, 3-7=-303/542, 3-4=-423/434, 7-8=-490/873 WEBSii Ii 4-6=-411/460 NOTES- 1) Un!Jalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; end vertical right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Thi (truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ProYide mechanical connection (by others) of truss to bearing plate capable of withstanding 248 lb uplift at joint 1, 426 lb uplift at joint 6 and 889 lb uplift at joint 8. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1, 8. 8) This;truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord; nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11 LOAD CASE(S) Standard o russ Truss Type Qty Ply BURGER KING 9A29112 A0032430 18E3i HHG2 Half Hip Girder 1 1 Job Reference (optional), rum i uALL a , RUJa uu. LLI.., miH i, rL., , any olerra i a.ziu s mar iz zuns ms s eK inausmes, inc. mon jui z issrna zum rage i ID:DY1JRRtrgsuYGJXonws8kczB2ZB-Cur416PdO1b002NrzskvmhGkHgAckudHgWogvYzOSyG 4-9-0 6-1., 4-9-0 U-02 Scale=1:52.4 2x4 11 3x4 = 5 116 I i J11 0 4 1n 0 6 = r` 3xM 10 12 13 14 9 3x6// 4x5 I I 3x6 11 6.1.0 0-9- 0400 SO43.0O 54-8 ' 0.9-8 0-3-8 Plate Offsets (X.Y)-- r1:0-3-0.0-0-41. r2:0-2-O.Edael. r7:0-3.0.0-2-121. rRc0-1-R_0.3.81_ rg-Fdnp_n.3.Ri r1n.n.d-d n-1-Rl LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCI 30.0 Plate Grip DOL 1.00 TC 0.69 Vert(LL) 0.12 3 >538 360 MT20 244/190 TC15.0 Lumber DOL 1.00 BC 0.47 Vert(CT) 0.11 3 >586 180 BC0.0 Rep Stress Incr NO WB 0.29 Horz(CT) -0.13 7 n/a n/a BC10.0 Code FBC2017/TPI2014 Matrix-S Weight: 50 lb FT = 0% LUMBER- BRACING - TOP C}' ORD 2x4 SP No.2 hORD *Except* TOP CHORD Structural wood sheathing directly applied or 5-9-11 oc purlins, BOT C 2x4 SP No.2 except end verticals. 131: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. TOP C BOTC WEBS 1) Unbb 2) Wind GCpi 3) Pro. 4) Plate 5) This', 6) Proyl upli{� 7) Thisll aloni 8) Grab, LOAD 2x4 SP No.3 *Except* W2: 2x4 SP No.2 S. (lb/size) 1=291/0-8-0 (min. 0-1-8), 7=291/0-8-0 (min. 0-1-8) Max Horz 1=693(LC 8) Max Upliftl=-270(LC 4), 7=-522(LC 5) Max Grav 1=433(LC 7), 7=516(LC 6) (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. :D 1-2=-9031778, 2-3=-531/429, 3-4=-362/325, 4-5=-395/444, 8.9=-133/281 ;D 1-12=-2541184, 10-12=-254/184,10-13=-254/184, 13-14=-254/184, 9.14=-254/184 5-7=-455/458, 2-10=-531/801 lanced roof live loads have been considered for this design. ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., :0.18; MWFRS (envelope) gable end zone; end vertical right exposed; Lumber DOL=1.33 plate grip DOL=1.33 de adequate drainage to prevent water ponding. > checked for a plus or minus 0 degree rotation about its center. russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1e mechanical connection (by others) of truss to bearing plate capable of withstanding 270 lb uplift at joint 1 and 522 lb atjoint 7. russ has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points the Bottom Chord, nonconcurrent with any other live loads. kcal purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ASE(S) Standard Job I russ cuss I ype�ItY�PIY #A29752 18E38 A Corner Jack 1 �BURGERKING A0032431 Job Reference (optional) LOADING (psf) SPACING- 2.0-0 CSI. TCLL ii 30.0 Plate Grip DOL 1.00 TC 0.19 TCDL 15.0 Lumber DOL 1.00 BC 0.09 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2017/1 2014 Matrix-R s, mc. rviun dw c w:mau �u�o rage 7 ID:DY1JRRtrgsuYGJXonws8kczB2ZB-h4PSyi Q6 9FjtdCx2WaFlluolp4crTPLR3AXDR_z05yF 0-8-11 0-8-11 12.00 12 2x4 11 2 2x4 11 1 5 3 4 2x4 11 DEFL. in (loc) I/deft Lld Vert(LL) -0.00 4 >999 360 Vert(CT) -0.00 4 >999 180 Horz(CT) -0.00 3 n/a n/a Scale=1:28.1 PLATES GRIP MT20 2441190 Weight: 15 lb FT = 0% wrviocrc- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 0-8.11 oc purlins, BOT CHORD 2x4 SP N0.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REAC IONS. (lb/size) 3=26/Mechanical, 5=13/Mechanical Max Horz 5=25(LC 10) I Max Uplift3=-197(LC 10), 5=-66(LC 8) Max Grav 3=212(LC 21), 5=208(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Winn: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpp,,I=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & M1N RS for reactions shown; Lumber DOL=1:33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This.truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 197 lb uplift at joint 3 and 66 lb upli at joint 5. 6) Thirtruss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11 LOAD CASE(S) Standard i o russ russ ype 4y y BURGER KING #A29752 18Ete8 I J1 Corner Jack 12 1 A0032432 Job Reference (optional) 8x1 v.<w a may «v o nu, cn uiuuau rce, wu. inure wc w:m:a i cu io e i ID:DY1JRRtrgsuYGJXonws8kczB2ZB-9GzrAnQtwerkFMWE4Hm_16LACUuQCrVaHgHnzlcray5yE 1-11-11 , 3x4 11 5 6 7 4 3x4 = 3 , 1-11-11 ' 1-11-11 Scale=1:18.0 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL i 30.0 Plate Grip DOL 1.00 TC 0.27 Vert(LL) 0.00 4 >957 360 MT20 244/190 15.0 Lumber DOL 1.00 BC 0.32 Vert(CT) -0.00 4 >559 180 L0.0 JCC[Dt110.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 n/a n1a D Code FBC2017ITP12014 Matrix-S Weight: 15 lb FT = O% LUMBER BRACING- . TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. REACTIONS. (lb/size) 3=192/Mechanical, 2=-O/Mechanical Max Horz 3=-231(LC 23), 2=231(LC 23) Max Uplift3=-91(LC 10) Max Grav 3=294(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CORD 1-5=-63/282,1-2=-128/336 NOTE, � = 1) UnblP,llanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat.11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) interior zone and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 lb uplift at joint 3. 7) This' truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard Job I russ Truss Type Uty�Ply BURGER KING #A29752 JJ2 A0032433 18A Corner Jack 2 1 ' Job Reference (optional) rVKI Ui LL O I KUaa I.U. LLG., m1Am1, M., lonywerra 3x4 .A1 u.zlu s mar lZ zulu ml I eK Inaustrles, Inc. mon Jla z 13:w:os Auiu rage l ID:DY1 JRRtrgsuYGJXonws8kczB2ZB-5f4bbTS7SG5SVfgdCioSNXQX?HZQglZtl8mt2Jz05yC 2-8-11 2-8-11 2x4 11 Scale=1:27.7 2 5 6 3 4 3x4 = 2x4 11 2-8-11 2-8-11 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TIC 0.26 Vert(LL) 0.01 3-4 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.00 BC 0.35 Vert(CT) -0.01 3-4� >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P Weight: 23 lb FT = 0% LUMB�R- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-11 oc purlins, BOT OHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=133/Mechanical, 3=127/Mechanical Max Horz 4=185(LC 10) Max Uplift4=-40(LC 8), 3=-328(LC 10) Max Grav 4=287(LC 17), 3=257(LC 21) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 1-3=-214/274 �i NOTEiS- 1) WiA ASCE 7-10; Vult=,170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat.11; Exp C; Encl., GClii=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 4 and 328 lb uplift at joint 3. 6) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard 8o russ ype ty y BURGER KING #A29752 Puss A0032434 18E3� I Monopitch 9 1 Job Reference (optional) YUMI UAI LLKVAA 1UAS G. LLU., MIAMI, t-L_ 1 ony,lerra 5-5-15 . 104 ' 5-5-15 5-2 0.25 12 1 3x8 = 4x7 = 15-10-12 , 18-2-4 . 234-11 3x4 = 4x5 = 2x4 11 3x4 = 3x4 = 3x6 = 4x5 = 9 22 4 Scale=1:58.4 61 hhhh- isr LE 20 23 19 24 18 17 3x6 II 3x8 = 5x12 = I 5-5.15 10.A.5 25 16 26 15 27 14 13 3x4 = 2x4 II 5x8 M18SHS= 3x4 = 1 F_1 n_17 IA_7-A 74-A-11 28 12 P9 11 3x6 = 5x6 = 75k_7_1 qA-1_n 11 1 5-5-15 15-2-7 15-2-7 12-3-8 1 5.2-7 15.2-7 i5-5-15 Plate Offsets X -- 1:0-2.8,0-1-8 , 2:0-3-4,0-2-0 , 4:0.2-8 Ed e , 9:0-2-0,0-1-12 , 10:0-2-1,0-1-0 , 11:0-3-0,0-3-0 , 17:0-4-0,0-3-0 , 18:0.6-0,0-1-12 , 19:0-2 LOADING I (psf) SPACING- 2-0-0 CSI. " DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TIC 0.66 Vert(LL) 0.57 16-17 >716 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.00 BC 0.69 Vert(CT)-0.7816-17 >521 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.15 11 nla n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight:181 Ib FT= O% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 2-8-15 oc purlins, T3: 2x4 SP No.2 except end verticals. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-4-12 oc bracing. WEBS 2x4 SP No.3 `Except* WEBS 1 Row at midpt 7-12, 9-11 W2: 2x4 SP M 31 I REACTIONS. (lb/size) 20=18591Mechanical,11=18591Mechanical Max Horz 20=56(LC 6) Max Uplift20=-1010(LC 6), 11 =-1 020(LC 6) FORCES. (lb) - Maio. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP Ci ORD 1-20=-1800/1026,1-21=-3369/1831, 2-21=-3363/1832, 2-3=-5153/2807, 3-4=-5631/3064, 4-5=-5626/3065, 5-6=-5627/3070, 6-7=-4673/2544, 7.8=-2844/1545, 8-9=-2835/1546 BOT C ORD 19.24=-1883/3364,18-24=-1883/3364,17-18=-1883/3364, 17-25=-2849/5147, 16-25=-2849/5147,16.26=-3098/5625,15-26=-3098/5625,15-27=-309815625, 14-27=-3098/5625,13-14=-3098/5625,13-28=-2565/4667,12-28=-256514667, 12-29=-1558/2839,11-29=-155812839 WEBS 1-19=-197413635, 2-19=-1412/887, 2-17=-1075/1986, 3-17=-7501515, 3-16=-280/536, 6-15=-71251, 6-13=-1089/606, 7-13=-226/608, 7-12=-209811155, 9-12=-50411135, 9-11=-321611765 NOTE - 1) Wind. ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-6.10, Interior(1) 3-6-10 to 30-6-6, Exterior(2) 30-6-6 to 33-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) All Oates are MT20 plates unless otherwise indicated. 4) Platbs checked for a plus or minus 0 degree rotation about its center. 5) Thislltruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1010 lb uplift at joint 20 and 1020 lb uplift at joint 11. 8) This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel points aloe g the Bottom Chord, nonconcurrent with any other live loads. I l LOAD CASE(S) Standard Job Truss ype ty y BURGER KING #A29752 I! MIA 17mr-u-s-sp_-tch 1 A0032436 18E31 8 Job Reference (optional) FUK I UALLA5 I KU55 GU. LLU., MIAMI, FL., Tony,lerra i 10-8-5 u.Z1U s Mar 1Z ZU1t3 Ml1 eK Industries, inc. Mon JUI Z 1J:J/:tiff ZU1t$ Page 1 ID: DY1 JRRtrgsuYGJXonws8kczB2ZB-VEmkDVU01BTOM7PCtgM9?92wZVVAtuXJR6_Yfez05y9 15-10-12 18.2-4 . 23.4-11 28-7-1 34-1-0 5-5-15 5-2-7 5-2-7 2-3-8 5-2-7 5-2-7 5-5-15 Scale=1:58.4 0.25 12 ' ! 3x4 = 4x7 = 5x6 = 2x4 11 _ 4 3x6 = 3x8 = 2x4 I I 4x7 = 3x6 = 22 5 6 23 7 8 9 24 10 1 21 2 3 4 0 2 4 20 25 19 26 18 17 27 16 28 15 29 14 13 30' 12 31 11 3x6 11 3x8 = 3x6 —_ 3x4 = 2x4 I I 5x8 M18SHS—_ 3x6 = 5x6 = 5x6 W8= 3x4 = j 5-5-15 10-8-5 15-10-12 18-21 2. 11 28-7-1 341-0 5-5.15 5-2-7 5-2-7 2-3-8 5-2-7 5-2-7 5-5-15 Plate Offsets (X,Y)-- [1:0-2-12,0-2-0], [2:0-2-12,0.1-8], [7:0-2-12,0-1-8], [8:0-3-8,Edge], [9:0-3-4,0-1-8], [11:0-3-0,0-3.0], [12:0-2-12,0-1.8], [17:0.2-12,0-1-8], [18:0-2-6,0-0-0], [19:0-2-4,0-1-8] LOADING I (psf) SPACING- 2-0.0 CSI. DEFL. in (lop) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) 0.58 16 >694 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 6.73 Vert(CT) -0.80 16-17 >505) 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.17 11 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 208 lb FT = 0% LUMB9R- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x4 SP M 31 WEBS! 2x4 SP No.3'Except' BOT CHORD W2: 2x4 SP M 31, W4: 2x4 SP No.2 WEBS OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 20=1939/Mechanical,11=1939/Mechanical Max Horz 20=56(LC 6) Max Uplift20=-1054(LC 6), 11 =-1 063(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C , ORD 1-20=-1880/1070,1-21=-3635/1977, 2-21=-3629/1978, 2.3=-562413064, 3-4=-622613389, 4-22=-6220/3390, 5-22=-621613389, 5-6=-622013394, 6-23=-508712769, 7-23=-5081/2769, 7-8=-305811663, 8-9=-305411664 BOT CHORD 19-26=-202913630,18-26=-2029/3630,17-18=-2029/3630,17-27=-3105/5618, 16-27=-3105/5618,16-28=-3423/6219,15-28=-3423/6219,15-29=-3423/6219, 14-29=-342316219,13.14=-3423/6219,13-30=-2790/5079,12-30=-2790/5079, 12-31=-167613053,11-31=-1676/3053 WEBSI 1-19=-2128/3907, 2-19=-14781924, 2-17=-119112201, 3-17=-8271557, 3-16=-354/671, 5-16=-269/218, 6-15=01261, 6-13=-1287/715, 7-13=-2751697, 7-12=-2310/1269, 9.12=-546I1214, 9-11=-344611896 Structural wood sheathing directly applied or 2-2.0 oc purlins, except end verticals. Rigid ceiling directly applied or 4-2-5 oc bracing. 1 Row at midpt 7-12, 9-11 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-6-10, Interior(1) 3-6-10 to 30-6-6, Exterior(2) 30-(j' 1.6 to 33-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Pro We adequate drainage to prevent water ponding. 3) All fates are MT20 plates unless otherwise indicated. 4) Plat 's checked for a plus or minus 0 degree rotation about its center. 5) Thisjtruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1054 lb uplift at joint 20 and 1063 lb uplift at joint 11. 8) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 80 lb down and 45 lb up at 15-O48, and 80 lb down and 45 lb up at 19-0-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. Truss Type 11ty Ply BURGER KING #A29752 �Job. 1 A0032436 18E39 f M1A Monopitch 8 Job Reference (optional) rum I —I—a 1 nuaa — I--, inlsunl, —, 1 Vny alarm r LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plo Vert: 1-10=-90,11-20=-20 Concentrated Loads (lb) Vert: 22=-80 23=-80 i O. ID:DYIJRRtrgsuYGJXonws8kcz82YZBVEmkDYVU01BITOM7GPCtIgM9?92wZVVAtuXJR6_Yfez05y9 oI russ Truss Type ty y BURGER KING #A29752 18E�8 M1B Monopitch 1 1 A0032437 Job Reference (optional) ID:DY1JRRtrg: 5-5-15 10-8-5 15-10-12 18-2-4 15 5-2-7 5-2-7 2-3-8 I 0.25 12 J 3x4 = 5x6 = 2x4 11 3x4 = 4x7 = 3x6 = 5 6 22 1 71 1 o.c iu s mar iz cv io mi i en 4x7 = 3x6 = 7 A 23 jes, inc. mon dw z isaror zuio rage i ORYtOXNb4ovgBcLdSgmk5B4z05y8 34.1-0 .Scale =1:58.4 3x8 2x4 11 9 24 10 3 4 TP V11 FWill W12 20 25 3x6 11 I AAA F 19 26 18 17 27 16 28 15 3x8 = 3x6 = 3x4 = 2x4 11 5x6 WB= 4n °_C 41 1 29 14 13 30 12 31 11 5x8 M18SHS= 3x6 = 5x6 = 3x4 = 5-5-15 5-2.7 5-2-7 2-3-8 5-2-7 5 2 7 5 5 15 Plate Offsets (X,Y)-- [1:0-2-12,0-2-0], [2:0-2-12,0-1-8], [7:0-2-12,0-1-8], [8:0-3-8,Edge], [9:0.3-0,0-1-8], [11:0-3-0,0.3.0], [12:0-2-12,0-1-8], [17:0-2-12,0-1-8], [18:0-2-6,0-0.0], [19:0-2-4 0-1-8] LOADING i' (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) 0.57 16 >708 360 MT20 244/190 TCDL BCLL 15.0 Lumber DOL 1.00 BC 0.81 Vert(C.7) -0.78 16 >517 180 M18SHS 244/190 BCDL 0.0 Rep Stress Incr NO WB 0.99 Horz(CT) 0.17 11 n/a n/a 10.0 Code FBC20171TP12014 Matrix-S Weight: 2081b FT = 0% LUMBtli- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x4 SP M 31 WEBS' 2x4 SP No.3 *Except* BOT CHORD W2: 2x4 SP M 31, W4: 2x4 SP No.2 WEBS OTHE b 2x4 SP No.3 REACTIONS. (lb/size) 20=1920/Mechanical,11=19571Mechanical 1 Max Horz 20=56(LC 6) 1 Max Uplift20=-1044(LC 6),11=-1074(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CORD 1-20=-1861/1060,1-21=-3597/1957, 2-21=-359111957, 2-3=-5535/3015, 3-4=-6164/3355, 4-5=-615913356, 5-6=-6159/3361, 6-22=-516612812, 22-23=-5160/2812, 7-23=-5153/2811, 7-8=-3090/1680, 8-9=-3086/1681 BOT CHORD 19-26=-2009/3592,18-26=-200913592,17-18=-200913592,17-27=-3057/5529, 16-27=-3057/5529,16.28=-3389/6157,15-28=-3389/6157,15-29=-3389/6157, 14-29=-338916157,13-14=-3389/6157,13-30=-283315159,12-30=-2833/5159, Structural wood sheathing directly applied or 2-3-13 oc purlins, except end verticals. Rigid ceiling directly applied or 4-2-10 oc bracing. 1 Row at midpt 7-12, 9-11 ' 12-31=-1694/3085,11-31=-169413085 WEBS i 1-19=-2106/3866, 2-19=-14601915, 2-17=-116012144, 3-17=-810/548, 3-16=-3711702, 5-16=-255/211, 6-13=-1128/628, 7-13=-238/629, 7-12=-2363/1298, 9-12=-560/1238, 9.11=-348211915 NOTES- 1)Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-6-10, Interior(1) 3-6-10 to 30-6-6, Exterior(2) 30-�. to 33-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Pro 1'de adequate drainage to prevent water ponding. 3) All Olates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This ;truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Proyide mechanical connection (by others) of truss to bearing plate capable of withstanding 1044 lb uplift at joint 20 and 1074 Ib u lift at joint 11. 8) This4truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points alor b the Bottom Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be prdvided sufficient to support concentrated load(s) 80 lb down and 45 lb up at 19-0=8, and 80 lb down and 45 lb up at 23-0-8 on top chord. The designlselection of such connection device(s) is the responsibility of others. Job I I russ Truss Type Uty Ply BURGER KING #A29752 A0032437 18E38 M1B Monopitch 1 1 Job Reference (optional) run VALWJ i MUOQ w. LL�., miwni, rL., i ony sierra LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) I; Vert:1-10=-90,11-20=-20 Concentrated Loads (lb) Vert: 22=-80 23=-80 O.A iu s mar lL AU 10 mt I eK Inaus[ries, Inc. mOn Jul L 15:81:00 LU-10 rage L ID: DY1 J RRtrgsuYGJXonws8kczB2ZB-SduUeAWGHojkbRZa_Fod4a7FXIAQLotcuQTej Wz05y7 Job Truss I russ I ype ty y BURGER KING IIA29112 18E58 M2 Monopitch 3 1 A0032438 ' Job Reference (optional) -- •- • • •--- --• ---'•• ..... ..... �•. • "••l `••� • •• 0- IV 5 mar IL ZV la ml 1 UK IfIDU5II1V5, Inc. mon JUI Z-16:w:= Zulu Page 7 ID: DY1 J RRtrgsuYGJXonws8kczB2ZB-wpRsrW Wu26rbDa7nYzvscogQgiWt4FR174DCFzz05y6 5-5-5 10-7-2 15-8-15 20-10-12 23-2-4 27-7-15 32-1-10 35-5.9 39-1-0 5-5-5 5-1-13 5-1-13 5-1-13 2-3-8 45-11 4-5-11 3 3-15 3-7-7 Scale=1:67.0 0.25 12 3x4 = 3x6 = 3x6 = 2x4 II 4x5 = 3x6 = 4x5 --• 2x4 II 4x7 = 2x4 II 5 26 6 7 8 9 10 11 41 1; 1 25 2 3 4 1It 3 0 F 2 4 24 �a 23 ,0 21 20 18 17 16 14 1: sxo a Sx6 = 4x5 = -- 4x5 = - v 4x5 = y� 3x6 II JJ 4x7 = .� �. 7x10 = " 7x6 = 4x9 = 4x9 = 6x10 = 10-7-2 a-o-o 5-1-1s 5-1-13 5-1-13 ' 2-3-8 ' 4-5-11 4-511 ' 6116 Plate Offsets (X,Y)-- [7:0-2-4 0.1-8] [9:0-2.8 0-1-8] [13:0-3-0 0-4-121 [14.0-5-0 0-4-12] fl7.0-4-8 0-1.8][23.0-2-8 0.3-01 [24.0-4-4 0-1-8] i LIJAUI NG (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) 0.46 18-20 >835 360 MT20 2441190 TCDL I 15.0 Lumber DOL 1.00 BC 0.73 Vert(CT) -0.63 18-20 >608 180 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.05 14 nla n/a BCDL I 10.0 Code FBC2017ITP12014 Matrix-S Weight: 238 lb FT = 0% LUMBER- BRACING - TOP CAI ORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-3 oc purlins, T1: 2x4 SP No.2 except end verticals. ' BOT C ORD 2x6 SP M 26 *Except* BOT CHORD Rigid ceiling directly applied or 5-9-5 oc bracing. B1: 2x6 SP No.2 WEBS 1 Row at midpt 5-18, 7-16, 9-14 WEBS 2x4 SP No.3 *Except* W2: 2x4 SP No.2 REAC IONS. (lb/size) 24=15321Mechanical,13=-1037/Mechanical,14=3932/0-8-0 (min. 0-3-4) Max Horz 24=65(LC 6) Max Uplift24=-832(LC 6),13=-1037(LC 1),14=-2148(LC 6) Max Grav 24=1532(LC 1),13=562(LC 6),14=3932(LC 1) FORC S. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C ORD 1-24=-14591838,1-25=-2858/1552, 2-25=-2849/1.552, 2-3=-405112203, 3-4=-4244/2309, 4-5=-4236/2310, 5-26=-2416/1307, 6-26=-2407/1307, 6-7=-2407/1310, 7-8=-248/447, 8-9=-248/455, 9-10=-171513098,10-27=-1708/3090,11-27=-1708/3096 BOT C ORD 22-23=-161212853, 22-29=-1612/2853, 21-29=-1612/2853, 21-30=-2253/4045, 20-30=-2253/4045,19-20=-2352/4239,19-31=-2352/4239,18-31=-2352/4239, 18-32=-1340/2409,17-32=-134012409,17-33=-1340/2409,16-33=-1340/2409, 15-16=-452/226,15-34=-452/226,14-34=-452/226,14-35=-13791717,13-35=-13791717 WEBS 1-23=-1633/3021, 2-23=-1080/706, 2-21=-706/1312, 3-21=-521/383, 3-20=-109/289, 5-20=-54/345, 5.18=-2048/1132, 7-17=-629/1264, 7-16=-3352/1836, 9-16=-684/1400, 9-14=-3125/1743, 10-14==411/305, 11-14=-2304/1321, 11-13=-942/1818 NOTES 1) Win�_ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat.11; Exp C; Encl., GCp�, 0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 4-0-10, Interior(1) 4-0-10 to 35-0-6, Exterior(2) 35-0rr16 to 38-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provhde adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 832 lb uplift at joint 24, 1037 lb upli at joint 13 and 2148 lb uplift at joint 14. 7) This truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points alon6 the Bottom Chord, nonconcurrent with any other live loads. - 8) This Itruss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward mov 'ment at the bearings. Building designer must provide for uplift reactions indicated. 9) Han g effi r(s) or other connection device(s) shall be provided sufficient.to support concentrated load(s) 80 lb down and 45 lb up at .Co � 18 5-61, and 80 lb down and 451b up at 19-6-8 on top chord. The design/selection of such connection device(s) is the I��,fpthers. Job i Truss cuss ype ty y BURGER KING #A29752 18E38 M2 Monopitch 3 1 A0032438 Job Reference (optional) o.c ivamm c cu io rvuien uwusines,mo. .-- c-waleaycel6 ragec I D:DY1 J RRtrgsuYGJXonwsBkczB2ZB-wpRsrW Wu26rbDa7nYzvscogQgi Wt4FR174DCFzz05y6 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-12=-90,13-24=-20 Concentrated Loads (Ib) Vert: 5=-80 26=-80 I Job Truss unsype ty y BURGER KING RA29752 18E'}8 M3 TMroOP',Tlh c 5 1 A0032439 Job Reference (optional) 4 4 15 8-6-6 12-7-14 1 4 4 15 41-7 4-1-7 I 0.25 FIT 3x4 = 4x7 — 3x6 = 3x6 = 5x6 WB= .7 1 2-3-8 5x8 M18SHS= 3x4 = 2x4 11 3x4 = 0.4 to'5 MdF IL GO IU no IUK 3x6 = 4x7 = 3x6 = 12 Inc. Mon jut c 1"421 cola rage I gOxKiDlol WCgYBd2bNiJKrzO5y4 11 39-1-0 13 4-2-5 Scale=1:67.0 3x8 = 2x4 11 13 14 26 28 3x6 11 I 1 i 4-4-15 Plate Offsets (X.YI-- 25 29 24 30 23 2231 21 32 20 33 19 34 18 35 17 36 16 37 15 4x7 = 4x5 = 4x5 = 4x5 = 45 = 2x4 II 4x5 = 4x7 = 7x6 = 7x10 M18SHS= 5xB M18SHS= [1 34-10-11 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 1 30.0 Plate Grip DX 1.00 TC 0.62 Vert(LL) 0.81 20-21 >577 360 MT20 244/190 TCDL 1 15.0 Lumber DOL 1.00 BC 0.71 Vert(CT) -1.11 20-21 >420 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.14 15 nla nla BCDL I 10.0 Code FBC2017/TP12014 Matrix-S Weight: 247 Ib FT = O% LUMI3 R- BRACING - TOP C ORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 2-2-10 oc purlins, BOT CHORD 2x6 SP M 26 except end verticals. WEBS, 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-8-9 oc bracing. W2: 2x4 SP M 31, W4: 2x4 SP No.2 WEBS 1 Row at midpt 12-16,13-15 OTHERS 2x4 SP No.3 REAC ONS. (lb/size) 26=2134/Mechanical,15=21341Mechanical Max Horz 26=65(LC 6) Max Uplift26=-1161(LC 6),15=-1170(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C ORD 1-26=-2064/1159,1-27=-3491/1899, 2-27=-3483/1899, 2-3=-5772/3145, 3-4=-716413904, 4-5=-715713905, 5-6=-7825/4266, 6-7=-745314060, 7-8=-744814061, 8-9=-744814064, 9-10=-6199/3378,10-11=-4672/2545,11-12=-4668/2545,12-13=-2625/1428 BOT C ORD 25-29=-196013486, 24-29=-1960/3486, 24.30=-3198/5766, 23-30=-3198/5766, 22-23=-395117159, 22-31=-3951/7159, 21-31=-3951/7159, 21-32=-4306/7820, 20-32=-4306/7820, 20-33=-409217446, 19-33=-4092/7446, 19-34=-4092/7446, 18-34=-409217446,18-35=-3399/6192,17-35=-339916192,17-36=-2561/4667, 16.36=2561/4667,16-37=-143712621,15-37=-1437/2621 WEBS, 1-25=-2106/3881, 2-25=-1746/1046, 2-24=-1425/2623, 3-24=-1214/742, 3-23=-874/1616, 5-23=-776/506, 5-21=-4161775, 6-20=•4421252, 9-19=-231/526, 9.18=-1531/846, 10-18=-357/803, 10-17=-1881/1034,12-17=-59211218, 12-16=-254911400, 13-16=-770/1574, 13-15=-321611761 I 1) WinWin : ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCp4=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 4.0-10, Interior(1) 40-10 to 34-10-11, Exterior(2) 34-10-11 to 38-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Pro `de adequate drainage to prevent water ponding. 3) All dates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer. to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1161 lb uplift at joint 26 and 1170 lb uplift at joint 15. • 8) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard ob I russ I russ Type City Ply BURGER KING #A29752 A0032440 18E�8 M3A Monopitch 2 1 I Job Reference (optional) . —Y — 0.25 12 4x7 = 3x6 = 3x4 = 3x6 = 5x8 M18SHS= 0.4IU 5 mar IL-10 Nil I CK 111-5-12b, HIG. Mill JUI L IJ:JB:W LU 10 ID:DY1JRRtrgsuYGJXonws8kczB2ZB-oahNhuaP5KL1hCRYnp_oner6FJuUO3yL2hBPC 16-9-5 20-10-12 1 23-2-4 27.1-1 30-11-14 3410-11 39-1-0 4-1-7 4-1-7 2.3� 3-10-13 3-10.13 3 10-13 4-2-5 Scale=1:67.0 5x8 M18SHS= 2x4 11 4x7 = 3x6 = 4x7 = 2x4 11 3x4 = 3x4 = 3x6 = no a n oo In �a 12 13 14 'EMS NO .. Lass, 14, 26 30 25 3x6 1 4x7 = i I r18-n.5.n 31 24 32 23 2233 21 4x5 = 4x5 = 4x5 = 5x8 M18SHS= n-,3-m mr-n-1•u n-'J-m 34 20 35 19 36 18 37 4x5 = 2x4 11 7x10 M18SHS= 27-1-1 1 30-11-14 17 38 16 39 15 4x5 = 4x7 = 7x6 = LOADING I (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) 0.85 20-21 >545 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.75 Vert(CT) -1.17 20-21 >397 180 M185HS 2441190 BCLL 0.0 Rep Stress Incr , YES WB 0.94 Horz(CT) 0.15 15 nla n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-S Weight: 246 Ib FT= O% LUMBER- BRACING - TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x6 SP M 26 except end verticals. WEBS' 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-6-14 oc bracing. W2: 2x4 SP M 31, W4: 2x4 SP No.2 WEBS 1 Row at midpt 12-16,13-15 REACTIONS. (lb/size) 26=2203/Mechanical,15=22241Mechanical Max Horz 26=65(LC 6) Max Uplift26=-1199(LC 6),15=-1219(LC 6) FORC S. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-26=-2133/1197,1-27=-3616/1968, 2-27=-3609/1968, 2-3=-6010/3275, 3-4=-7506/4091, 1 4-5=-749914092, 5-6=-8273/4511, 6-7=-7959/4337, 7-28=-7954/4337, 8-28=-795114336, 8-9=-7954/4341, 9-29=-6579/3585,1b-29=-6574/3585,10-11=-4917/2679, 11 -1 2=-4914/2679, 12-13=-2747/1494 BOT HORD 25-31=-2028/3612, 24-31=-2028/3612, 24-32=-332816005, 23-32=-332816005, 22-23=-4138/7500, 22-33=-4138/7500, 21-33=-413817500, 21-34=-4550/8268, 20-34=-455018268, 20-35=-4369/7952, 19-35=-4369/7952, 19-36=-436917952, 18.36=-436917952,•18-37=-3606/6571,17-37=-360616571,17-38=-2695/4913, 1638=-269514913,16.39=-1504/2743,15.39=-1504/2743 WEBS 1-25=-2183/4022, 2-25=-1812/1082, 2-24=-1496/2753, 3-24=-1278/777, 3-23=-939/1736, 5-23=-838/540, 5-21=-483/899, 6-20=-4081215, 9-19=-2431547, 9-18=-1686/931, 10-18=-402/885,10-17=-2046/1124, 12-17=-646/1317, 12-16=-270311484, 13-16=-820/1665,13-15=-3366/1843 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GC J=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 4-0.10, Interior(1) 4-0-10 to 34.10-11, Exterior(2) 34- 0-11 to 38-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Pro 'de adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding.1199 lb uplift at joint 26 and 1219 lb uplift at joint 15. 8) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 80 lb down and 45 lb up at 20-018, and 80 lb down and 45 lb up at 24-0-8 on top chord. The design/selection of such. connection device(s) is the CofR&RR Il0M fgthers. Job 11 1 russ Truss Type, Uty Ply BURGER KING #A29752 A0032440 18E58 M3A Monopitch 2 1 Job Reference (optional) rvrt u ..ua rtuaa uv. �� ., miwny rl., . uny ale". i I LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uni orm Loads (plf) Vert: 1-14=-90, 15-26=-20 Concentrated Loads (lb) Vert: 28=-80 29=-80 I i a.L 1 U5 mar lZ4U I a MI I eKInUJU [b eN,InG. Mun g LIJ:Ja:WLUIa rageL ID:DY1JRRtrgsuYGJXonws8kczB2ZB-oahNhuaP5KL1hCRYnp_oner6FJ uUO3yL2hBPOkz05y2 o Truss Truss Type ty y BURGER KING OA29112 A0032441 18;� B M4 Monopitch 1 1 Job Reference (optional) tuff I UALLHa 1 RUOZ V V. LLk-, INIH 1, M., I ony aleua ID:DY1JRRtrgsuYGJXonws8kczB2ZB-GmFluEalseUuJMOkL V1JrNKJjB81ZyUHLwzxAz05y1 5-51 10-8-5 15-10-12 18-2-4 _L 1 24-1-0 5-5-15 5-2-7 5-2-7 2-3-8 i 5-10-12 0.25 12 3x4 = 4x7 = 2x4 II 3x6 = 3x6 = 3x4 = 5 6 16 Scale = 1:41.1 2x4 11 7 1 V 14 17 13 18 12 11 19 10 20 9 21 3x6 11 4x5 = 4x5 = 3x4 = 2x4 11 3x4 = 10-8-5 15-10-12 18-2-4 24-1-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL : 30.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) 0.35 10-11 >824 360 TCDL 15.0 Lumber DOL 1.00 BC 0.92 Vert(CT) -0.48 10-11 >591 180 BCLIJ 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.06 8 nla n/a BCDL1 10.0 Code FBC20171TP12014 Matrix-S LUMBER- BRACING - TOP HORD 2x4 SP M 31 TOP CHORD BOT HORD 2x4 SP M 31 *Except* 131: 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS W2: 2x4 SP No.2 I REACTIONS. (lb/size) 14=1309/Mechanical, 8=1309/Mechanical PLATES MT20 GRIP 244/190 8 5x6 = Weight:126 lb FT = 0% Structural wood sheathing directly applied or 4-2-9 oc purlins, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. 1 Row at midpt 6-8 Max Horz 14=40(LC 6) Max Upliftl4=-710(LC 6), 8=-719(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP jHORD 1-14=-12491726,1-15=-2207/1197, 2-15=-2201/1198, 2-3=-3034/1650, 3-4=-232411260, 4-5=-2317/1260, 5-6=-2313/1261 BOT iHORD 13-18=-1233/2201,12-18=-123312201,11-12=-1233/2201,11-19=-1675/3029, 10-19=-1675/3029,10-20=-127612317, 9-20=-127612317, 9-21=-1276/2317, 8-21=-127612317 WEBS 1-13=-1278/2357, 2-13=-899/606, 2-11=-4931922, 3-10=-800/449, 6-9=-126/414, 1 6-8=-256511413 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 20-11-4, Exterior(2) 20-111-4 to 23-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 710 lb uplift at joint 14 and 719 lb uplift at joint 8. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard o]Truss Truss Type Qty Ply BURGER KING #A29752 A0032442 18E�38 I M4A Monopitch 2 1 Job Reference (optional FORT ALLAS TRUSS CO_ LLC.. MIAMI_ FI _ TO— Ai- o o,n ....__,� ��,o ..:r-..._�.:_,_:__ .__ ..__ ....., ,-.-„_,.,..,,..,..._ _ _ . G�..c. ,«c.c ..... c.. wuu�u ica,um. muu w� < �oao:uo cu'o ruye ID:DY1JRRtrgsuYGJXonws8kczB2ZB-D9NWJw; H"""c """' XVPGTdUXs111" fP3?3z05y? 5-5-15 10-8-5 15-10-12 18-2 4 24-1-0 5-5-15 5.2-7 5-2-7 2-3.8 5-10-12 3x4 = 4x5 = 15 2 3x4 = 4x7 = 2x4 11 3 A 5 0.25 12 3x6 = 6 16 17 Scale=1:41.1 2x4 11 18 7 14 19 13 20 12 11 21 10 22 9 23 8 3x6 II 4x5 = 3x4 = 3x4 = 2x4 II 5x6 = 3x4 = 5-5-15 10-8-5 15-10-12 18-21 241-0 5-5-15 5-2-7 5-2-7 2-3-8 5.10-12 9ffsets (X,Y)-- [1:0-2-4,0-2.0] 6:0.2-4 0-1-8] 8:0-3-0 0-3-01 13:0-1-12 0-2-41 LOADING (psf) SPACING- 2-0-0 ' CS1. DEFL. in (loc) I/deft L/d PLATES • GRIP TCLL I 30.0 _ Plate Grip DOL 1.00 TC 0.72 Vert(LL) 0.27 10-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.96 Vert(CT) -0.38 10-11 >756 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.06 8 nla n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 145 lb FT = 0% LUMB R- BRACING - TOP OHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-2 oc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 1 82: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-8 W2: 2x4 SP No.2 REACTIONS. (lb/size) 14=13281Mechanical, 8=1449/Mechanical Max Horz 14=40(LC 6) Max Upliftj4=-721(LC 6), 8=-796(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C)1ORD 1-14=-12701738,1-15=-230611252, 2-15=-2300/1253, 2-3=-3189/1734, 3-4=-2511/1363, 4-5=-2504/1363, 5.6=-2497/1362 BOT CHORD 13-20=-1288/2300, 12-20=-1288/2300,11-12=-1288/2300,11-21=-1760/3184, 10-21=-1760/3184, 10-22=-1379/2503, 9-22=-137912503, 9-23=-1379/2503, 8.23=-137912503 WEBS 1-1 3=-1 338124589 2-13=-899/608, 2-11=-523/978, 3-11=-266/252, 3-10=-759/425, 5-10=-70/303, 6-9=-30/347, 6-8=-2745/1517 NOTES 1) Winp: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCr i=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3.1-12 to 20.11-4, Exterior(2) 20-1'1-4 to 23-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Pro -de adequate drainage to prevent water ponding. 3) Plat �s checked for a plus or minus 0 degree rotation about its center. 4) Thi truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 721 lb uplift at joint 14 and 796 lb uplift at joint 8. 7) Thisll russ has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along'the Bottom Chord, nonconcurrent with any other live loads. 8) Haner(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 80 lb down and 45 lb up at 19-0� 8, and 80 lb down and 45 lb up at 23-0-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD 'ASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-7=-90, 8.14=-20 ContinL♦ed on page 2 oI russ Truss I ype Qty Ply BURGER KING #A29752 A0032442 18E38 M4A Monopitch 2 1 Job Reference (optional) —1 —, Iuuy arcrra. LOAD iCASE(S) Standard Concentrated Loads (Ib) Vert: 16=-8018=-80 'J.GIU Smar -1 L LU 10 MI I eK I nausirle5, inc. Mon Jul c ia;jO: UD Au 1a vagez ID:DY1JRRtrgsuYGJXonws8kczB2ZB-D9NWJwCHOFkcYfA7SxXVPGTdUXs?DSjnkfP3?3z05y? o russ]TMo,,plth russ ype ty y BURGER KING #A29752 'k A0032443 18E38 M5 1 1 Job Reference (optional) rVR I VMLLNJ 1 RUJJ l.V. LLI.., mlHml, rL., , ony oierra o.z to s mar I L LV to ml I uK Inuu-ne5, mu. mun — L Id —ul LU t o rage 1 ID:DY1JRRtrgsuYGJXonws8kczB2ZB-hLwuXFdw9ZsSAplJOe2kxU?gxxD4yuAxzJ9dXVz05y_ 4-3-15 8.4-5 12-4-12 14-8.4 19-10-11 25-1-1 30-7-0 4 3-15 40-7 4-0-7 2-3-8 5-2-7 5-2-7 5=5-15 Scale=1:52.4 0.25 12 4x5 = 2x4 11 3x4 = 3x4 = 3x6 = 2x4 11 3x6 = 3x4 = 3x6 = 4x5 = 5 6 23 7 8 9 24 10 1 21 2 3 224 T7r—�-- --� -T �Kn T�K- -P 0 V =1 10 1 Vf u 14 H ' 20 25 19 -18 17 26 16 27 15 28 14 13 29 3x6 11 4x7 = 4x5 = 3x6 = 3x4 = 2x4 11 3x4 = I 5x8 M18SHS= 12, 30 11 3x6 = 5x6 = 43.15 115 12112 111-4 19-10-11 25-1-1 — 30-7-0 4315 40-7 40-7 2-3-8 5-2-7 5-2-7 5 5-15 Plate Offsets (X,Y)-- [1:0-1-12,0-2-0],[2:0.2-12 0-1-8] [4:0-2-8 Ed e] [9:0-2-0 0-1-8] 10:0-2-1 0-1-01 11:0-3-0 0-3.0] [17:0-2-8 0-1-8] [19:0-3-4 0-2-4] LOADING I (psf) SPACING- 2-0-0 C51. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL j 30.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) 0.41 13-15 >891 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.00 BC 0.84 Vert(CT) -0.57 13-15 >640 180 M18SHS 244/190 BCLL j 0.0 Rep Stress Incr YES WB 0.86 Horz(CT) '0.12 11 n/a n/a BCDL 10.0 i Code FBC2017ITP12014 Matrix-S Weight: 166 lb FT = O% LUMBER- BRACING- - TOP Cj, ORD 2x4 SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc purlins, T3: 2x4 SP No.2 except end verticals. BOT C ORD 2x4 SP M 31 *Except* - BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing. B1: 2x4 SP No.2 WEBS 1 Row at midpt 7-12, 9-11 - WEBSI 2x4 SP No.3 *Except* W2: 2x4 SP No.2 REACTIONS. (lb/size) 20=1755/Mechanical,11=17371Mechanical Max Horz 20=51(LC 6) Max Uplift20=-954(LC 6), 11 =-953(LC 6) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C ORD 1-20=-1709/966,1-21=-2506/1362, 2-21=-2500/1363, 2-3=-4018/2188, 3-22=-4841/2635, 4-22=-483312634, 4-5=-483212634, 5-6=-484012641, 6-23=-426012318, 7-23=-4254/2318, 7-8=-262411424, 8-9=-2615/1425 BOT C iORD 18-19=-1409/2502,17-18=-140912502,17-26=-2227/4013,16-26=-222714013, 16-27=-2668/4836,15-27=-2668/4836,15-28=-2668/4836,14-28=-2668/4836, 13-14=-2668/4836,13-29=-2339/4254,12-29=-233914254,12-30=-143812619, 11-30=-143812619 WEBS1 1-19=-156312876, 2-19=-1397/852, 2-17=-974/1798, 3-17=-924/586, 3-16=-529/989, 5-16=-397/269, 6-13=-663/374, 7-13=-1401447, 7-12=-1876/1034, 9-12=-440/1017, 9-11=-2963/1626 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCgi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0.1-12 to 3-2-7, Interior(1) 3-2-7 to 27-4-9, Exterior(2) 27-4-9 to 3475-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Proy de adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Thin truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 954 lb uplift at joint 20 and 953 lb uplift at joint 11. 8) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 80 lb down and 45 lb up at 11-6 8, and 80 lb down and 45 lb up at 15-6-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. Job Truss Truss I ype Qty Ply BURGER KING #A29752 18E�8 M5 Monopitch 1 1 A0032443 Job Reference (optional) —y�� a i LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-10=-90,11-20=-20 Co Icentrated Loads (lb) Vert:22=-80 23=-80 I I —IU 5 niar 1 au 10 nu 1—InuuS[TIC5, I[ IG. MW dUl L-I J:Jo:U/zu to rage ID:DY1JRRtrgsuYGJXonws8kczB2ZB-hLwuXFdw9ZsSAplJ0e2kxU?gxxD4yuAxzJ9dXVz05y_ oTruss Truss Type Uty Ply BURGER KING 8A29752 11 16E38 M5A Monopitch 7 1 1 A0032444 - Job Reference (optional) ••'•'"•"'•�•"'•. ••^^•^•�••`^•r "�•• 8.41V s mar Izzu lb Nil I eK Inuu5ines, Inc. Mon JUI z lS:Btl:uuzult3 rage1 ID:DY1JRRtrgsuYGJXonWS8kczB2ZB-dk2eyxeAhA6AP7ui835COv56MkwlQpPEQdekbOz05xy 43-15 8 4 5 12-4-12 14-8-4 19-10.11 25-1-1 30-7-0 4-3.15 4.0.7 40-7 2-3-8 5-2-7 5-2-7 5-5-15 Scale=1:52.4 I 0.25 FIT 3x4 = 3x6 = _ 4 2x4 11 3x4 = 3x4 = 3x4 = 3x6 = 2x4 11 4x5 = 21 2 3 4 5 6 7 8 9 22 10 1 10 V112 1 20 23 19 18 17 24 16 25 15 3x6 11 4x7 = 4x5 = 3x6 = 3x4 = 2x4 11 26 14 13 27 12 28 11 3x4 = 3x6 = 5x6 = 5x8 M18SHS= 19-10-11 5.2-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) 0.43 13-15 >845 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.83 Vert(CT) -0.60 13-15 >607 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.11 11 n/a n/a BCDL j 10.0 Code FBC2017ITP12014 Matrix-S Weight: 166 Ib FT= O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-12 oc purlins, BOT CHORD 2x4 SP M 31 *Except* except end verticals. 131: 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 4-11-4 oc bracing. WEBS , 2x4 SP No.3 *Except* WEBS 1 Row at midpt 7.12, 9-11 W2: 2x4 SP No.2 REAL; IONS. (lb/size) 20=1666/Mechanical,11=1666/Mechanical Max Horz 20=51(LC 6) Max Uplift20=-905(LC 6),11=-915(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C ORD 1-20=-16201918,1-21=-2365/1285, 2-21=-2358/1286, 2-3=-3742/2038, 3-4=-4464/2429, 4-5=-4456/2429, 5-6=-4463/2435, 6-7=-4001/2177, 7-8=-2501/1358, 8-9=-2492/1359 BOT C ORD 18-19=-133212361,17-18=-1332/2361, 17-24=-2077/3737,16-24=-207713737, 16.25=-2462/4459,15-25=-2462/4459, 15-26=-2462/4459,14-26=-246214459, 13-14=-2462/4459,13-27=-2198/3996,12-27=-219813996,12-28=•1371/2496, 11-28=-1371/2496 WEBS 1-19=-1472/2712, 2-19=-1312/805, 2-17=-886/1638, 3-17=-842/541, 3-16=-462/867, 5-16=-318/226, 6-13=-527/300, 7-13=-1051387, 7-12=-17211949, 9-12=-3981941, 9-11=•2822/1550 NOTES• 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-2-7, Interior(1) 3-2-7 to 27-4-9, Exterior(2) 274-9 to 30-5-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Pro,iide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plat, s checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refir to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 905 lb uplift at joint 20 and 915 lb uplift at joint 11. 8) Thisi truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard o Truss Truss Type ty y BURGER KING #A29752 18�38 M6 Monopitch 4 1 A0032445 Job Reference (optional) ID:DY1JRRtrgsuYGJXonws8kczB2Z8.5wc09HfoSUE11HTuhncRZ6dHN8Eu9E1NfHNH7gz05xx 6-5-3 12-6-13 19.0-0 6-5-3 6.1-11 6-5-3 Sx7 = 11 13 10 3x6 3x4 = 2 0.25 12 3x6 =3x6 = 3 4 12 Scale=1:32.3 3x4 11 5 9 8 14 7 15 6 4x7 = 3x4 = 3x4 = 5x6 = 6-5-3 12-6-13 19-0-0 6-5-3 6-1-11 6-5-3 PlntP rN%Pts tx V1.. r1 •n.ai9 n.,)_m ra.n_,a_n n_1_m rn.n,o_o n n m LOADING 1 (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 1 30.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) 0.12 7-9 >999 360 MT20 2441190 TCDL ' 15.0 Lumber DOL 1.00 BC 0.90 Vert(CT) -0.21 9-10 >999 180 BCLL i 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.03 6 n/a nla BCDL 10.0 Code FBC2017/TPI2014 Matrix-S Weight: 98 lb FT = 0% LUIV]b K- BRACING - TOP 0( ORD 2x4 SP N0.2 TOP CHORD BOT iHORD 2x4 SP No.2'Except' B2: 2x4 SP M 31 BOT CHORD WEBS 20 SP No.3 WEBS REACTIONS. (lb/size) 10=1029/Mechanical, 6=10291Mechanical Max Horz 10=31(LC 6) Max Upliftl0=-558(LC 6), 6=-566(LC 6) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP Ci IORD 1-10=-9651580,1-11=-1883/1019, 2-11=-1877/1020,,2-3=-17941971, 3-4=-1782/971, 5.6=-252/195 BOT HORD 8-9=-1046/1877, 8-14=-1046/1877, 7-14=-1046/1877, 7-15=-98611788, 6-15=-986/1788 WEB S�I 1-9=-103611919, 2-9=-546/432, 4-7=0/283, 4.6=-1866/1028 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 5-10-2 oc bracing. 1 Row at midpt 4.6 r is ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., 1=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1.12 to 15-10-4, Exterior(2) 0-4 to 18-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 ide adequate drainage to prevent water ponding. :s checked for a plus or minus 0 degree rotation about its center. 'truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r to girder(s) for truss to truss connections. ide mechanical connection (by others) of truss to bearing plate capable of withstanding 558 lb uplift at joint 10 and 566 lb t at joint 6. truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points g the Bottom Chord, nonconcurrent with any other live loads. LOAD ASE(S) Standard III I Job 1 Truss russ ype y Ply BURGER KING #A29752 18E'38 M7 Monopitch 3 1 A0032446 , Job Reference (optional) • -•-• -• -- •� • • ••--� �-•• --�•. ••^^•••b • •-•, • ��) �•_••o 0.41u s mar tz cu to mi I eK Inausines, Inc. mon Jul 213: %:11 Luits rage 1 I D:DY1JRRtrgsuYGJXonws8kczB2ZB-Z7AOMdgQDnMufR24FU7g6KAacYg2utxWux7gfGz05xw 3.7-8 7-3-0 378 378 0.20W 2x4 11 Scale =1:22.6 1 3x4 = 7 2 8 3 9 5 10 4 6 3x4 = 3x4 = 2x4 11 3-7-8 3-7-8 i 7-3-0 3-7-8 LOADING (psf) TCLL 1 SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP 30.0 Plate Grip DOL 1.00 TC 0.31 Vert(LL) -0.00 4.5 >999 360 MT20 244/190 TCDL I' 15.0 Lumber DOL T.00 BC 0.52 Vert(CT) -0.04 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES B W0.17 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 47 lb FT = 0% LUMBER- TOP CORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS! 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=383/Mechanical, 4=383/Mechanical Max Horz 6=12(LC 6) Max Uplift6=-204(LC 6), 4=-214(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except"when shown. TOP CHORD 1-6=-3551318,1-7=-2681205, 2-7=-263/206 BOT CHORD 5-10=-218/266, 4-10=-218/266 WEBSi 1-5=-267/352, 2-4==355/291 NOTE $,- 1) Win : ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-1-4, Exterior(2) 4-1-4 to 711-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL--1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This 'truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Ref8r to girder(s) for truss to truss connections. 6) Pro -de mechanical connection (by others) of truss to bearing plate capable of withstanding 204 lb uplift at joint 6 and 214 lb uplift at joint 4. 7) This! truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. I LOAD CASES) Standard Job I russ Truss Type Uty ply BURGER KING #A29752 �. A0032447 18E38 M8 Monopitch 3 1 Job Reference (optional) rums UHL O 1 RUJ l . LLV., ml/illlll, rL., 1 uOy oief a o.L lu5 mar 1 L Lu 10 ml I uK 1"MIFIF,IIIu. m Oul L ";";"cum ray,, ID:DY1JRRtrgsuYGJXonws8kczB2ZB-Wl9nJhglPccukCTNv98BIFyjLOOMp_pLFcxk9z05xu 2-6-0 2-6-0 3x4 —_ 0.25 12 Scale=1:19.6 1 2 W1 5 3 4 3x4 = 2x4 11 LOADI 11 G (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.14 Vert(LL) -0.00 3-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.33 Vert(CT) -0.01 3-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a , n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 20 lb FT= O% LUMtitK- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins, BOT CORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=121/Mechanical, 3=121/Mechanical Max Horz 4=4(LC 6) Max Uplift4=-61(LC 6), 3=-71(LC 6) Max Grav 4=255(LC 18), 3=255(LC 19) I FORC S. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. i NOTES- 1) Wind: ASCE 7-10; Vult--170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=5.Opsf, h=15ft; Cat.11; Exp C; Encl., GC 0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions sho ; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Ref r to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 4 and 71 lb uplift at joint 3. 7) Thisitruss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and'at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD ICASE(S) Standard 0 oI russ Truss Type ty y BURGER KING #A29711 A0032448 18E38 M9 Monopitch �':2U4 1 Job Reference (optional) -�onv <um ra e � ID:DY1JRRtrgsuYGJXonws8kcz62Z8-_irX?' iJ5 MunfwcgN)yoSnIgASDAzavLVGbz 5xt 3-4-8 34-8 3x4 11 3 1 10x10 /i 5 4 5x6 = 3-3-2 Scale=1:25.0 LOADING (psf) ' SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.31 Vert(LL) -0.01 1-4 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.00 BC 0.62 Vert(CT) -0.01 1-4 n/r 90 BCLL 1 0.0 Rep Stresslncr YES WB 0.20. Horz(CT) 0.00 n/a n/a BCDL l 10.0 Code FBC2017ITP12014 Matrix-P Weight: 24 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.4-8 oc purlins, BOT CHORD WEBSi 2x4 SP No.2 except end verticals. 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. REACTIONS. (lb/size) 4=391/Mechanical, 3=-O/Mechanical I Max Horz 4=-265(LC 18), 3=265(LC 18) Max Uplift4=-213(LC 10) Max Grav4=391(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-2=-165/274, 2-3=-338/392, 3-4=-299/327 BOT CHORD 1-5=-247/260, 4-5=-2481257 WEBSI I 2-4=-552/558 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This 'Itruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Ref r to girder(s) for truss to truss connections. 5) Ref . to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 213 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Gap! between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Job russ russ ype ty y BURGER KING #A29752 A0032435 18E38 M10 Monopitch 22 1 Job Reference (optional) • —• -• ?• •--• ••- • • •--" •-"• •-•-"•. •^•^••••. •-•. • •'••J �•_� O.G IU b mar IL cu 10 ml I erc Inuu5ine5, Inc. mon jui z l6:bb:lb Zult3 !'age 7 ID:DY1JRRtrgsuYGJXonws8kczB2ZB-w4zHQKkZ1K_BICx221jrpNtPTZKoZ7oFlDgbLUz05xr 3-10-8 3-10-8 co Iq 0 3x4 11 \ 3 1 10x10 /i 5 4 5x6 = 3-9-0 3-10-8 3-9-0 0-1-8 Plnfp rNfcpfc /X V1.. r1•n.4.99 n-l-Ai r9•n_4_•19 n_4_ei r4.n_n n n_e_e7 re.n n n n n e 7 Scale=1:27.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL) -0.02 1-4 n/r 120 MT20 2441190 TCDL 15.0 Lumber DOL 1.00 BC 0.74 Vert(CT) -0.02 1-4 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.00 n/a n/a BCDL i 10.0 Code FBC2017/TP12014 Matrix-P Weight: 27 lb FT = 0% LUMB R- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEB i 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 4=446/Mechanical, 3=0/Mechanical Max Horz 4=-279(LC 18), 3=279(LC 18) j Max Uplift4=-243(LC 10) Max Grav 4=446(LC 1) I FORC�S. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP Ci, ORD 1-2=-2411270, 2-3=-395/416, 3-4=-336/381 BOT CHORD 1-5=-351/374, 4-5=-353/372 WEBS! 1 2-4=-707/713 NI 1) 2) Pla 3) Thi: 4) Ref 5) Ref 6) Pro 7) Thi: aloe 8) Gal LOAD Structural wood sheathing directly applied or 3-10.8 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. is ASCE 7.10; Vult--170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., i=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left exposed ;C-C for members and forces & `RS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 as checked for a plus or minus 0 degree rotation about its center. 'truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r to girder(s) for truss to truss connections. r to girder(s) for truss to truss connections. ide mechanical connection (by others) of truss to bearing plate capable of withstanding 243 lb uplift at joint 4; ;truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points g the'Bottom Chord, nonconcurrent with any other live loads. between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. ;ASE(S) Standard Job I russ ruype y y BURGER KING #A29752 '. 18E38 i MG1 r.:pi1rhrGirder 2 2 A0032449 Job Reference (optional) FORT DALLAS TRUSS CO. LLC.. MIAMI. FL_ Tn— Sierra o —A - ..__ — ° ....:r_..._�.._.:__ .__ ..__ ....., ....,........,....-_ _ _ . _._, _._.._ �,..a. .�.,, ........ o�.,,..US NOS, nm. mvu.,w a ro.00: ,a --o ray., ID: DY1JRRtrgs6YGJXonws8kczB2ZB-KffQ2MmRKFMmcffdjAGYQOVnGmKRmMvij83FyozO5xo 5-5-5 10-% 15-8-15 20-10-12 23-2-4 28-4-11 33-7-1 39-1-0 5-5.5 51-13 5-1-13 5-1-13 2-3.8 5.2-7 5-2-7 5-5-15 I Scale=1:66.7 0.25 V2 3x4 = 5x6 WB= 3x6 = 4x7 = 3x6 = 3x6 = 2x4 II 4x7'= 3x6 = 2x4 I I 3x6 = 9 10 11 ., .� ca . r/ 22 24 25 21 26 20 27 19 18 28 17 29 16 30 15 14 31 32 13 33 12 4x7 = 4x5 = 4x5 = 4x5 = 2x4 II 4x5 = 7x6 = 3x8 I I 5x8 = Sx8 M18SHS= 4x5 = I 5-5-5 10-7-2 15-8-15 20-10-12 23-2 4 28-0 11 33 7-1 39-1-0 5 5-5 5-1-13 5-1-13 5 1-13 2-3-8 5-2-7 5-2-7 5-5-15 Plate Offsets X, -- 2:04-12,04-8 , 3:0-1-12,0-1-8 , 4:0.3-O,Ed e , 8:0-3-8,Ed e , 12:0-3-0,0.4-12 , 21:0-3-4 0-2-8 , 22:0.4-12,0-1-8 LOAD NG (psf) SPACING. 2.0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) 0.78 16 >596 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.00 BC 0.80 Vert(CT)-0.7417-18 >624 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(CT) -0.12 12 n/a n1a BCDL ' 10.0 Code FBC2017ITP12014 Matrix-S Weight: 482 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-9 oc purlins, BOT CHORD 2x6 SP M 26 *Except* except end verticals. 61: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-9-5 oc bracing. WEBS 2x4 SP No.3 *Except* I. W1,W16: 2x6 SP No.2, W2: 2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 22=2212/Mechanical,12=21971Mechanical Max Horz 22=783(LC 16) Max Uplift22=-2490(LC 15),12=-2152(LC 16) Max Grav 22=2292(LC 36),12=2197(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-22=-2196/2457,1-2=-4754/5138, 2-3=-689916963, 3-4=-8242/7729, 4-5=-8238/6634, 5-23=-7846/8067, 6-23=-7837/6119, 6-7=-7840/5912, 7-8=-5956/6175, 8-9=-5951/5216, 9-10=-4245/4553,10-11=-2231/2237 BOT CHORD 22-24=-1837/2254, 24-25=-2334/2254, 21-25=-2334/2254, 21-26=-294514287, 20-26=-2945/4287, 20-27=-6951/6893,19-27=-695116893,18-19=-6951/6893, 18-28=-9871/9082,17-28=-987119082,17-29=-12364/11621,16-29=-12364/11621, 16-30=-12364/11621,15-30=-12364111621,14-15=-12364/11621,14-31=-13806/13245, 31-32=-13806/13245, 13-32=-11344/12083, 13-33=-10644/9273, 12-33=-5407/5084 WEBS, 1-21=-5460/5061, 2-21=.1960/2293, 2-20=-4408/4154, 3-20=-1567/1822, 3-18=-3240/3114, 5-18=-1486/1691, 5-17=-3245/3297, 6-17=-312/448, 7-16=-1414/1468, 7-14=-3775/3981, 9-14=-1438/1514, 9-13=-3233/3504,10-13=-1672/1714, 10-12=-3874/4079 NOTES- 1) 2-pl�truss to be connected together with 10d (0.148"x3") nails as follows: Topl chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9.0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All I� ads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply>P0 ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 4) Provide adequate drainage to prevent water ponding. ' 5) All plates are MT20 plates unless otherwise indicated. 6) Platys checked for a plus or minus 0 degree rotation about its center. 7) Thitruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Refer to girder(s) for truss to truss connections. • Continued on page 2 1 Job I I russ Truss Type Qty Ply BURGER KING #A29752 18Ew38 MG1 Monopitch Girder 2 2 A0032449 Job Reference (optional) FORT DALLAS TRUSS w. Lw., MiAMi, FL., i ony sierra 8.210 s Mar 12 2018 MITek Industries, Inc. Mon Jul 213:38:20 2018 Page 2 ID:DY1JRRtrgsuYGJXonws8kczB2ZB-orpoFin35YVcEpEpHtnnzD2y0AggVp9ryropUFz05xn N,OTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2490 lb uplift at joint 22 and 2152 lb uplift at joint 12. 10) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) Tois truss has been designed for a total drag load of 420 plf. Lumber DOL=(1.33) Plate grip DOL=(1.00) Connect truss to resist drag loads along bottom chord from 0-P-0 to 1-0-0, 31-10-0 to 39-1-0 for 1989.7 plf. 12) Haitger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 80 lb down and 44 Ib up at 15-6-8, and 80 lb down and ,44lb up at 119-6-8 on top chord. The designiselection of such connection device(s) is the responsibility of others. 1 LOAD1 CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) I' Vert: 1-11=-90,12-22=-20 Concentrated Loads (lb) Vert: 5=-80 23=-80 o I cuss P e ty y BURGER KING #A29752 18~E38 MG3 �Monopitch 1 1 A0032450 FORT DAI I AS TRI ISS I I C M:AM: F, r...... �:...._ Job Reference o tional ___ CO__. ___.. ..... .... . ....., 0 8.21u s Mar 12 2018 MITek Industries, Inc. Mon Jul 213:38:212018 Page 1 ID:DY1JRRtrgsuYGJXonws8kczB2ZB-G2nAT2dissdTrzp?ralOWRa8ka3uEBy?BVYMOhz05xm 5-5-15 10-8-5 15-10-12 18.21 23 4 11 28-7-1 34-1-0 5-5-15 5-2-7 5-2-7 2-3.8 5-2-7 5-2-7 5-5-15 Scale=1:60.2 0.25 12 3x4 = 4x7 = 5x12 — 3x6 —_ 5x6 = 2x4 11 3x4 = 3x6 = 3x8 = 2x4 II 1 2 3 4 21 5 6 22 7 8 9 10 A 1 11 0 F7!S 20 2324 19 25 18 17 28 16 27 15 5x8 M18SHS II 4x9 = 7x10 = 3x4 = 2x4 11 18-2.4 28 14 13 5x8 M18SHS= 3x4 = 29 12 30 3x6 = -1 34-1-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lld PLATES GRIP TCLL TCDL 30.0 15.0 Plate Grip DOL 1.00 TC 0.91 Vert(LL) 0.58 16-17 >704 360 MT20 244/190 BCLL 0.0 Lumber DOL 1.00 Rep Stress Incr NO BC 0.61 WB 0.96 Vert(CT) Horz(CT) -0.79 16-17 >513 180 0.12 11 M18SHS 244/190 BCDL 10.0 Code FBC2017ITP12014 Matrix-S n/a n/a Weight: 233 lb FT = 0% LUMBER- BRACING - TOP CHORD BOT CHORD 2x6 SP No.2 2x6 SP M 26 TOP CHORD Structural wood sheathing directly applied or 1-8-5 oc purlins, WEBS ' 2x4 SP No.3 *Except* except end verticals. BOT CHORD Rigid ceiling directly applied or 5-0-9 oc bracing. W1: 2x4 SP No.2, W2: 2x4 SP M 31 WEBS 1 Row at midpt 6-13, 7.12 REAL, IONS. (lb/size) 20=2869/Mechanical,11=2038/Mechanical 2 Rows at 113 pts 9.11 Max Horz 20=56(LC 4) Max UpI1ft20=-1562(LC 4),11=-1118(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C', ORD 1-20=-245511382,1-2=-509V2772, 2-3=-6676/3638, 3-4=-7034/3831, 4-21=-7028/3831, 5-21=-7024/3830, 5-6=-7028/3835, 6-22=-5585/3041, 7-22=-5578/3041, 7-8=-3314/1801, 8-9=-3310/1802 BOT C ORD 19-25=-282315085,18-25=-2823/5085,17-18=-2823/5085,17-26=-3680/6670, 16-26=-3680/6670,16-27=-3864/7026,15-27=-3864/7026,15-28=-3864/7026, 14-28=-386417026,13-14=-3864/7026, 13-29=-306215577,12-29=-306215577, 12.30=-1815/3309,11-30=-1815/3309 WEBS 1-19=-291815366, 2-19=-12161782, 2-17=-943/1744, 3-17=-720/498, 3-16=-203/407, 6-15=-56/281, 6.13=-1627/900, 7-13=-333/803, 7-12=-2568114l 1, 9-12=-594/1305, 9-11=-3705/2032 NOTES= 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plat s checked for a plus or minus 0 degree rotation about its center. 5) This�truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1562 lb uplift at joint 20 and 1118 lb uplift at joint 11. 8) Thisltruss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Hanj er(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 80 lb down and 44 lb up at 14-11-8, and 80 lb down and 44lb up at 18-11-8 on top chord, and 1030 lb down and 563 lb up at 3-5.4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard •Contintaed on page 2 i o russ russ ype ty y BURGER KING #A29752 18E�38 MG3 Monopitch 1 1 A0032450 " Job Reference (optional) u io mi en —u....es, um. --n Ju- c -i s: sa:rn zuin rage z ID:DY1 JRRtrgsuYGJXonws8kczB2ZB-G2nAT2oissdTrzp?ralOWRa8ka3uEBy?BVYMOhzO5xm LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-10=-90,11-20=-20 Co centrated Loads (lb) �i Vert: 21=-80 22=-80 24=-1030(F) I l Job Truss Truss Type ty ply BURGER KING #A29752 18E�8 MG4 MONOPITCH 1 2 A0032451 Job Reference (optional) L..o 1 nuoo W. LLB.., miMi, F", i ony aleua ID:DYIJRRI 5-5-3 10-7-9 15-10-0 18-1-8 2 5-5-3 5-2-7 5-2-7 2-3-8 2• I v � 0.25 12 3x6 = 5x6 = 2x4 11 3x4 = 4x7 = 4x7 = 25 5 6 26 Plate 1—nluuJlneS, ii— mun dui t iJ:Sa:Lb LV la rage? JXonws8kczB2ZB-DQuxukpyOTtB5HzOy?LUbsgXuNfZi5SHeplT5az05xk 24-1-0 27-3-9 WO 6-3 33-11-8 2-11-12 3-2-9 3-5-5 Scale=1:57.6 3x4 = 4x5 = 4x7 = 4x5 = 4x5 = 2x4 II 7 A g 10 11 12 24 2728 23 29 22 21 30 20 31 19 32 18 17 33 16 34 35 15 36 14 37 13 4x7 11 6x10 = 3x6 = 2x4 11 4x7 = 7x6 = 4x7 = 5x8 M18SHS= 4x5 = 7x6 = 3x4 = 7x6 = 5-5.3 fi -0 1 27-3-9 3-2-9 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) 0.54 19 >744 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.98 Vert(CT) -0.74 18-19 >542 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.12 13 n/a n/a BCDL i 10.0 Code FBC2017/TP12014 Matrix-S I Weight: 495 Ib FT= O% LUIVJDS :K- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD SOT CORD 2x6 SP M 26 *Except* B1: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* j W1,W18,W12: 2x6 SP No.2, W2: 2x4 SP M 31, W14,W16: 2x4 SP No.2 REACONS. (lb/size) 24=3950/Mechanical,13=4996/Mechanical Max Horz 24=56(LC 4) Max Uplift24=-2153(1-C 4),13=-2733(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP Cr, ORD 1-24=-3482/1945,1-2=-7292/3975, 2-3=-10972/5984, 3-4=-1374217495, 1 4-25=-1373917495, 5.25=-13733/7495, 5-6=-1374817506, 6-26=-14559/7945, 7-26=-14556/7944, 7-8=-14361/7838, 8-9=-10502/5731, 9-10=-10499/5731, 10-11=-5294/2887 BOT CHORD 24-27=-218/297, 27-28=-218/297, 23-28=-218/297, 23-29=-4024/7285, 22-29=-4024/7285, 21-22=-4024/7285, 21-30=-6025/10966, 20-30=-6025/10966, 20.31=-7528/13736, 19-31=-7528/13736,19-32=-7528/13736,18-32=-7528/13736,17-18=-7968/14555, 17-33=-7968/14555, 16-33=-7968/14555,16-34=-7854/14354, 34-35=-7854114354, 15-35=-7854/14354, 15-36=-5744/10499, 14-36=-5744/10499, 14-37=-2894/5291, 13-37=-2894/5291 WEBS I 1-23=-415617628, 2-23=-2200/1314, 2-21=-220114050, 3-21=-1822/1101, 3-20=-1667/3072, 5-20=-7591500, 6-19=-566/346, 6-18=-589/1097, 7-18=-422/252, 7-16=-341/489, 8-16=-1733/3284, 8-15=-5092/2787, 10-15=-2333/4385, 10-14=-6949/3802,11-14=-2381/4487, 11-13=-6957/3806 Structural wood sheathing directly applied or 3-1-9 oc purlins, except end verticals. Rigid ceiling directly applied or 7-7-14 oc bracing. NOTE 1) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-6-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply �q ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) Thisi truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •(� eip�(r0@0hfor truss to truss connections. II f Job Truss Truss Type ty y BURGER KING #A29752 A0032451 18E38 i MG4 MONOPITCH 1 2 Job Reference (optional) rum 1 UHLL O 1 KUOO l.u. LLU., m1Am1, M., I ony Olerra O.z1U s mar lz zu-Its ml I eK Ina USTnes, Inc. mon JUI z 18:5O:zs zu1O rage z ID:DY1JRRtrgsuYGJXonws8kczB2ZB-DQuxukpyOTtB5HzOy?LUbsgXuNfZi5SHep1T5az05xk NOTES 9) Pro%vI�de mechanical connection (by others) of truss to bearing plate capable of withstanding 2153 lb uplift at joint 24 and 2733 lb uplift at joint 13. 10) This! truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 11) Hariger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 80 lb down and 44 lb up at 15-0.8, and 80 lb down and 44lb up at 19-0-8 on top chord, and 3080 lb down and 1682 lb up at 24-1-12, and 991 lb down and 541 lb up at 26-9-4, and 1030 lb down and 563 lb up at 3-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. - LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-12=-90,13-24=-20 Concentrated Loads (lb) 11 Vert: 16=-3080(F)25=-80 26=-80 28=-1030(B)35=-991(F) o i russ russ ype ty y BURGER KING #A29752 18t?S8 MGS MONOPITCH 1 A0032452 Job Reference (optional) o:caaio ra e i ID:DY1JRRtrgsuYGJXonws8kczB2ZB-9pOhIPrCw57vKa7m4QNygHIt08K7A09a66Wa9Sz 5xi 5-5-3 10-7-9 15-10-0 18-1-8 21-1-4 24-1-0 27-3-9 30-6-3 33-11-8 5-5-3 5.2-7 5-2-7 2-3-8 2-11-12 2-11-12 3-2-9 3-2-9 3-5-5 Scale = 1:57.7 I 0.25 12 i 3x6 = 5x6 = 2x4 11 3x4 = 3x4 = 4x5 = 4x7 4x5 = 4x5 = 2x4 11 4x7 = 4x7 = - 5 6 25 7 26 8 9 10 11 12 24 2728 23 29 22 21 30 20 31 19 32 18 17 33 16 4x7 11 6x10 = 4x7 = 3x6 = 2x4 11 5x8 M18SHS= 7x6 = 3x4 = 7x6 = 11 5-5-3 5-2-7 15-2-7 '- 2-3-8 2-11-12 1211 12 Plate Qffsets (X,Y)--[1:0-2-12,0.2-0],[2:0-2-12,0-2-0],[8:0-2-4,0-1-121,[10:0-2.8,0-1-81,[11:0-2-8,0-1-8],[13:0-3-0,0-4-12],[1 0.1-81 [21:0-2-8 0.2-0] [22:0-1-14 0-0-0] [23.0-3-8 0-4-0] [24.0-4-8 0-2-4] 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 30.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) 0.5418-19 >744 360 TCDL 15.0 Lumber DOL 1.00 BC 0.99 Vert(CT)-0.7418-19 >542 180 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.12 13 nla n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Luivicsr-n- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 *Except* 61: 2x6 SP No.2 BOT CHORD WEBS 2x4 SP No.3 *Except* W1,W18,W12: 2x6 SP No.2, W2: 2x4 SP M 31, W14,W16: 2x4 SP No.2 REACTIONS. (lb/size) 24=3931/Mechanical,13=5015/Mechanical Max Horz 24=56(LC 4) Max Uplift24=-2143(LC 4),13=-2743(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C} ORD 1-24=-3464/1934,1-2=-7253/3953, 2-3=-1088315936, 3-4=-1367317457, 4-5=-13670/7458, 5-6=-13679/7469, 6-25=-14603/7969, 7.25=-1460017969, 7-26=-14431/7876, 8-26=-14426/7875, 8-9=-10544/5754, 9-10=-10541/5754, 10-11=-5315/2898 BOT CHORD 24-27=-217/295, 27-28=-217/295, 23-28=-217/295, 23-29=-400317246, 22-29=-4003/7246, 21-22=-4003/7246, 21-30=-5977/10877, 20-30=-5977/10877, 20-31=-7491113667, 19-31=-7491/13667,19-32=-7491/13667,18-32=-7491/13667, 17.18=-7992/14600, 17-33=-7992/14600,16-33=-7992/14600,16-34=-7891/14423, 34-35=-7891/14423, 15-35=-7891/14423,15-36=-5767/10541,14-36=-5767110541, 14.37=-2906/5312, 13-37=-290615312 WEBS 1-23=-4133/7587, 2-23=-2181/1304, 2-21=-2171/3995, 3-21=-181211095, 11 3-20=-1679/3095, 5-20=-713/475, 6-19=-633/382, 6-18=-67211248, 7-18=-462/292, 7-16=-326/508, 8-16=-1716/3254, 8-15=-5127/2806,10-15=-2347/4411, 10-14=-697713817, 11-14=-2390/4504, 11-13=-6985/3821 4) Prop .5)All p 6) Plab 7) This 8) Refe 34 35 15 36 14 37 13 45 = 4x7 = 7x6 = 30-6-3 PLATES GRIP MT20 244/190 M18SHS 244/190 Weight:495lb FT=O% Structural wood sheathing directly applied or 3-0-9 oc purlins, except end verticals. Rigid ceiling directly applied or 7-7-11 oc bracing. truss to be connected together with 10d (0.148"x3") nails as follows: hords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. in chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. connected as follows: 2x4 -1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-6-0 oc. Ids are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., :0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 le adequate drainage to prevent water ponding. Ites are MT20 plates unless otherwise indicated. checked for a plus or minus 0 degree rotation about its center. russ has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. to girder(s) for truss to truss connections. )age 2 O Rlss Truss Type Uty ply BURGER KING #A29752 i t9E3a MG5 MONOPI7CH � 1 2 A0032452 Job Reference (optional) NOTE = ID:DY1JRRtrgsuYGJXonws8kczB2ZB-9pOhlPrCw57vKa7nAQNygHltOBK7A09a66Wa9Sz Sxi 97 Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2143 lb uplift at joint 24 and 2743 lb uplift at joint 13. 10) This truss has been designed for a moving concentrated load of 200.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. ` 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 80 lb down and 44 lb up at 19-0-8, and 80 lb down and 44 lb up at 23.0-8 on top chord, and 3080 lb down and 1682 lb up at 24-1-12, and 991 lb down and 541 lb up at 26-9-4, and 1030 lb down and 563 lb up at 3-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead,' + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pif) ConcVert: 1-12=-90,13-24=-20 entrated Loads (lb) Vert: 16=-3080(F) 25=-80 26=-80 28=-1030(B) 35=-991(F) C 0 r1 Job 11russ Truss Type Qty�Ply BURGER KING #A29752 A0032453 IW38 MG6 Monopitch 1 1 Job Reference (optional) ID:DY1JRRtrgsuYGJXonwsBkczB2ZB-5C8Sj5sSSiNdauG9BrPQIigBQ?6bevHtZQ?hELz05xg 5-5-15 10-8-5 15-10-12 18-2-4 210:111 28-7-1 34-1-0 5-5 15 5-2-7 5-2-7 2-3-8 5-2-7 5-5-15 Scale=1:60.2 0.25 12 3x4 = • 4x7 = 5x6 = 2x4 11 3x4 = 3x6 = 3x8 = 2x4 11 5x12 = 3x6 = F F �� a 9 10 s 4 - - 1 13 I 0 Vf 2 20 2324 19 5x8 M18SHS II 4x9 = 25 18 17 26 16 27 15 28 14 13 29 12 30 7xt0 = 3x4 = 2x4 11 5x8 M18SHS= 3x6 = 3x4 = 18-2-4 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.83 Vert(LL) 0.57 16-17 >716 360 MT20 2441190 TCDL I 15.0 Lumber DOL 1.00 BC 0.59 Vert(CT) -0.7816-17 >522 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(CT) 0.12 11 n/a n/a BCDL 1 10.0 Code FBC20171TP12014 Matrix-S Weight: 233 Ib FT= O% LUIYIDCK- BRACING - TOP C2111) 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-7 oc purlins, BOT C . ORD 2x6 SP M 26 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. W1: 20 SP No.2, W2: 2x4 SP M 31 WEBS 1 Row at midpt 7-12 2 Rows at 1/3 pts 9-11 REACTIONS. (lb/size) 20=28491Mechanical,11=2058/Mechanical Max Horz 20=56(LC 4) Max Uplift20=-1552(LC 4),11=-1128(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CrIORD 1-20=-2436/1372,1-2=-5051/2750, 2-3=-6583/3588, 3-4=-697213796, 4-5=-696613797, 5-6=-6966/3801, 6.21=-5666/3085, 21-22=-5659/3085, 7-22=-5653/3084, 7-8=-3348/1820, 8-9=-3343/1821 BOT CHORD 19-25=-2801/5045,18-25=-280115045,17-18=-2801/5045,17-26=-3630/6577, 16-26=-3630/6577,16-27=-3830/6964,15-27=-3830/6964,15-28=-3830/6964, j 14-28=-3830/6964,13-14=-3830/6964,13-29=-3.10615658,12-29=-3106/5658, 12-30=-183313343,11-30=-1833/3343 WEBS 1-19=-2895/5324, 2-19=-11961771, 2-17=-911/1686, 3-17=-712/494, 3-16=-222/429, 6-15=-24/254, 6-13=-1466/812, 7-13=-3001742, 7-12=-2621/1441, 9-12=-607/1328, 9-11=-3743/2052 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Thi itruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Ref6''r to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1552 lb uplift at joint 20 and 1128 lb uplift at joint 11. 8) This'truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points alo g the Bottom Chord, nonconcurrent with any other live loads. 9) Han�ger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 80 lb down and 44 lb up at 19.0 8, and 80 lb down and 44 lb up at 23-0-8 on top chord, and 1030 lb down and 563 lb up at 3-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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 ,Continped on page 2 o russ Truss Type Qty ply BURGER KING #A29752 18{'�38 MG6 Monopitch 1 A0032453 Job Reference (optional) 11., 1 uuy arena LbAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) li Vert: 1-10=-90,11.20=-20 Concentrated Loads (lb) Vert:21=-80 22=-80 24=-1030(F) I o.CIU s mar lL Nl6 m11 eK Inuusines, Inc. mon Jul CIS:Sb:L/ tuio rage L ID: DY1 JRRtrgsuYGJXonws8kczB2ZB-5CBSj 5sSSiNdauG9BrPQligBQ?6bevHtZQ?hELzO5xg Job Truss russ ype y y BURGER KING IIA11752 18E`38 ]- T1 Roof Special 2 1 A0032454 Job Reference (optional) .L V Irltll Irll M1 IpUUJl11eJ, 11IV. IrIVO JVI c aa:c0 cu i0 ra e l ID:DY1JRRtrgsuYGJXonws8kczB2ZB-ZOigxRt5DOVUB2rLIZwNvNKrOOgNV00o41Emnz 5xf 1-0-8 �0-8-0, 2.11 , 0-8-0 0-11 0•4 a Scale=1:44.8 34 6 I I T 4x5 11 3x6 11 1 4x5 = a� ojr C6 0 3x4 — 4x5 11 5x6 A A 111210 5x6 = 1-0-8 2.0.0 0.8-0 1.8.8 0-& - 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL I 30.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) 0.02 10 >999 360 MT20 244/190 TCDL 1 15.0 Lumber DOL 1.00 BC 0.86 Vert(CT) ' 0.02 10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) -0.11 7 n/a n1a BCDL 10.0 Code FBC2017rrP12014 Matrix-S Weight: 40 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, BOT CHORD 2x4 SP No.2 `Except" except end verticals. 133: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-7-14 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 11=94/Mechanical, 7=94/0-8-0 (min. 0-1-8) Max Horz 11=330(LC 9) Max Uplift11=-1127(LC 6), 7=-1117(LC 7) Max Grav 11=1085(LC 9), 7=1045(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-390/47732-5=-2241259, 2-3=-423/472, 5-7=-399/478 BOT CHORD 8-14=-396/383, 7-14=-3961383 WEBS 1 8-11=-123011206, 4-5=-600/604 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 0-9-12, Interior(1) 0-9-12 to 1-10-4 zone; end vert;cal right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1127 lb uplift at joint 11 and 1117 lb uplift at joint 7. 8) This itruss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD i lASE(S) Standard I� russ russ Type ty y BURGER KING #A29752 A0032458 r18716�8 � T2 Roof Special 2 1 Job Reference (optional) r�rt� un�u.a i rtuaa w.-, u.v , vny a,oua I ID:DY1JRRtrgsuYGJXonwsBkczB22B-1aFC8nuj_JdLpCQYJGRug7wUSonA6y7A1kUnlDz05xe 1.0.8 as -a 2-0.0 o-8-o -1 0.48 Scale=1:44.6 4 5 7x6 = 5x8 M18SHS= 108 9 5x6 = 1.0.8 2-0.0 0.8-0 1-8.8 0. 0.48 0.3.8 Plate Offsets (X Y)-- [2:0-0-0 0-1-12] [7:0-4-8 0-2-4][9:0-3-0 0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.99 Vert(LL) 0.06 8 >361 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.00 BC 0.65 Vert(CT) 0.06 8 >368 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(CT) -0.23 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 37 lb FT= 0% LUMB�R- BRACING - TOP CY.ORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 132: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except* W3: 2x4 SP No.2 i REACTIONS. (lb/size) 9=99/Mechanical, 6=9710-8.0 (min. 0-1-8) Max Horz 9=392(LC 7) Max Uplift9=-654(LC 8), 6=-893(LC 7) Max Grav 9=815(LC 7), 6=642(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-97211124, 2-7=-1034/1163, 5-6=-637/598 WEBS I' 3-9=-107511230, 5-7=-7101787 1- NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat.11; Exp C; Encl., GCoi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 1-10.4 zone; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) All lilates are MT20 plates unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Thi ' ttruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Proylde mechanical connection (by others) of truss to bearing plate capable of withstanding 654 lb uplift at joint 9 and 893 lb uplift at joint 6. 8) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points alo g g the Bottom Chord, nonconcurrent with any other live loads. 9) Gra� hical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. I LOAD CASE(S) Standard o 1 Fruss Truss Type Qty y BURGER KING #A29752 A0032459 18E98 T3 Roof Special 2 1 Job Reference (optional) a.c ra s mar is au to m i en tnuusrnes, mc. mon dui c ia:aa:su Eo rage -I ID:DY1JRRtrgsuYGJXonws8kczB2ZB-WnpaM7uLkdlCRL?kszz7NKSmLCSwrSdJFOELggz05xd i 1-1.3 2-11-13 1-1.3 1.10.10. Scale=1:40.0 3 4 LY 8.49 12 2x4 i 2 2x4 II W5 0 1 } x = 5x8 M18SHS= 11 5x6 = a N 9 10 80..n i 5xS M18SHS I I 0.18 12 1-5.7 2-7-131 -41-13 1.5.7 1-2-3 0-0- Plate Offsets (X,Y)-- [5:0-3-0,0.2-12],[6:0-2-2 0-3-8][7:0-3-8 0-2.8] LOADIP G (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Lld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) 0.02 8 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1,00 BC 0.62 Vert(CT) 0.02 8 >999 180 M18SHS 2441190 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(CT) -0.20 5 n/a nla BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 43 lb FT= 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-13 oc puriins, BOT CHORD 2x4 SP No.2 except end verticals. WEBSI' 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W5: 2x6 SP No.2, W1: 2x4 SP M 31 I REACTIONS. (lb/size) 5=14410-11-5 (min. 0-1-8), 9=144/1-5-7 (min. 0-1-8) Max Horz 9=314(LC 9) Max Uplift5=-609(LC 7), 9=-522(LC 6) Max Grav 5=486(LC 8), 9=604(LC 9) I I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-526/503, 2-3=-510/520, 7-9=-392/356 BOT CHORD 7-11=-4051341, 6-11=-405/341, 6.12=-322/267, 5-12=-322/267 WEBS 3.5=-5291599 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat.11; Exp C; Encl., GC' q�-0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 2-9-1 zone; end vertical right exposed;C-C for meSers and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) Plat6s checked for a plus or minus 0 degree rotation about its center. 6) This 'truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Pro "de mechanical connection (by others) of truss to bearing plate capable of withstanding 609 lb uplift atjoint 5 and 522 lb upliI at joint 9. 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 9. 9) Thisitruss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASES) Standard I Job Truss Truss Type Qty Ply BURGER KING #A29752 18€38 T5 Roof Special 2 1 A0032460 Job Reference (optional) i S 1v 1 IG AV 10 M11 UK 111-[rle5, Inc. Mon JUI A IJ:Jo:JL AV io vage l ID: DY1 JRRtrgsuYGJXonwsBkczB2ZB-S9xLmpwbGE?vgf96_O7bSIY5cOvvJJ 1 cjij SVYz05xb i 0.11-51.43 2-&7 � 0.4-14 3 Scale=1:44.6 4 II T 8.49 12 2x4 I 4x5 = 10 8 9 3x6 11 oo3xgg4��=99 a11.31�a-9`f3.142•&7 0-4-14 0-4.9 N A A I . LOADISIG (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.61 Vert(LL) 0.01 8 >999 360 MT20 2441190 TCDL 15.0 BCLL 1 Lumber DOL 1.00 BC 0.20 Vert(CT) 0.01 8 >999 180 0.0 Rep Stress Incr YES WB 0.43 Horz(CT) -0.07 5 nla n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-S Weight: 44 lb FT = 0% LUMBER- BRACING - TOP ZRD 2x4 SP No.2 TOP CHORD BOT C ORD 2x4 SP No.2 WEBS1, 2x4 SP No.3 *Except* BOT CHORD W1,W4: 2x4 SP N0.2 REAC"!ONS. (lb/size) 6=132/0.11-5 (min. 0-1-8), 5=81/0-11-5 (min. 0-1-8), 9=56/Mechanical Max Horz 9=514(LC 9) Max Uplift6=-831(LC 7), 5=-524(LC 9), 9=-1198(LC 6) Max Grav 6=752(LC 8), 5=422(LC 6), 9=1336(LC 9) I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-402/453, 2-3=-419/451, 7-9=-1248/1140, 6-8=-1208/1071 BOT CrORD 9-10=-455/388, 8-10=-455/388, 7-11=-392/360, 6-11=-392/360, 6.12=-283/245, 5-12=-2831245 WEBS1 3-5=-451/494, 7.8=-1051/1200 - 1) 2) 3) Prov 4) Plate 5) This'l 6) Refel 7) Prod atjol 8) Thi alorc 9) Grap LOAD Cl Structural wood sheathing directly applied or 2-8-7 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. anced roof live loads have been considered for this design. ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., :0.18; MWFRS (envelope) interior zone and C-C Exterior(2) 0-1-12 to 2-6.11 zone; end vertical right exposed;C-C for iers and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 le adequate drainage to prevent water ponding. checked for, a plus or minus 0 degree rotation about its center. ,uss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. to girder(s) for truss to truss connections. le mechanical connection (by others) of truss to bearing plate capable of withstanding 831 lb uplift at joint 6, 524 lb uplift t 5 and 1198 lb uplift at joint 9. -uss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points the Bottom Chord, nonconcurrent with any other live loads. ical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. NSE(S) Standard Job Truss cuss .ype y y BURGER KING #A29752 18��38 I T6 Roof Special 2 1 A0032461 Job Reference o tional 8.z1u s Mar 12 2618 MiTeK Industries, Inc. Mon Jul 213:38:33 2018 Pagel ID:DY1JRRtrgsuYGJXonws8kczB2ZB-wMVj_SxDiY7mlpkJY6Wq?z4FtP7v2opmxMS?R_z05xa 0-10.6 2-2.6 0-10d� 4x5 = Scale=1:40.2 11 10 9 4x5 11 3x4 = 2.2-6 1-1-6 8-10.14 1-1-6 0.8.8 ' - 0-3-8 Plate 011ffsets (X,Y)-- [5:0-3.0 0-3.0] 6:0-1-8 0-3-81 [6.0-1-12 0-0-0] [7.0-1-12 0-0-0][9•Ed a 0-1-8] LOADING (psf) TCLL SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP 30.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) 0.01 6 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.00 BC 0.73 Vert(CT) 0.01 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.27 HOrz(CT) -0.13 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 35 lb FT = O% LUMBER- BRACING - TOP 16ORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 2-2-6 oc purlins, BOT CHORD 2x4 SP No.2 *Except* except end verticals. 133: 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 7-3-4 oc bracing. Except: WEBS ,! 2x4 SP No.3 *Except* 9-40 oc bracing: 6-7 W1: 2x4 SP No.2 I REACTIONS. (lb/size) 10=105/Mechanical, 5=105/0-8-0 (min. 0-1-8) Max Horz 10=315(LC 9) Max Up1ift10=-827(LC 6), 5=-800(LC 7) Max Grav 10=815(LC 9), 5=713(LC 8) �I FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP C ORD 8-10=-4061451, 2-6=-5081534 2.3=-5921610 BOT C ORD 7-9=-393/385, 6.7=-361/325, 6-13=-284/244, 5-13=-284/244 WEBS 3-5=-6291670 NOTES 1) Unbalanced roof live.loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 2-0-10 zone; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Plat 1 1s checked for a plus or minus 0 degree rotation about its center. 5) This? has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Prop ide mechanical connection (by others) of truss to bearing plate capable of withstanding 827 lb uplift at joint 10 and 800 lb uplift at joint 5. 8) Thisl truss has been designed for a moving concentrated load of 200.01b-dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. LOAD CASE(S) Standard I _ Job I russ Truss Type Qty Ply BURGER KING #A29752 ► � A0032462 18E38 T7 Roof Special 2 1 Job Reference (optional) o.c w s m "u'o mn em muusmes, inc. won JUl z i-x s:84 Lu io rage l ID:DY1JRRtrgsuYGJXonws8kczB2ZB-OY35BUyrosFdvzJV5pl3XAdOZpaUnFVvAOCY_RzO5xZ 0.10.10.6, 2.2.6 0-6 1 4-_5 4 5 0 4 N t{9 N 108 9 5x6 = 2.2.6 1-1.6 1-10-14 1-1.0 -• 0-8.8 II_ZA Scale=1:40.4 LOADING (psf) 1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft ' L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) 0.02 7 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.00 BC 0.26 Vert(CT) -0.02 8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(CT) 0.03 6 n/a nla BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 34lb FT= 0% TOP CHHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except* 62: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 9=103/Mechanical, 6=10310-8-0 (min. 0-1-8) Max Horz 9=322(LC 7) Max Uplift9=-441(LC 6), 6=-626(LC 7) Max Grav 9=550(LC 9), 6=416(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-10-10 oc bracing. TOP CE FORCES. (lb) - Max. Comp./Max. Ten..,- All.forces 250 (lb) or less except when shown. ORD 2-3=-7441823, 3-7=-752/832, 4-7=-631/720„ BOT C�IORD 7-11=-324/353, 6-11=-324/353 WEBS 4-6=-714/650, 2-9=-649/723 NOTES; 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi==0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 2-0-10 zone; end vertical right exposed;C-C for meAers and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Thistruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) RefgIr to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 441 lb uplift at joint 9 and 626 lb uplift at joint 6. 7) Thisl truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Gra hical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASES) Standard Job 'Truss Truss Type Qty Ply BURGER KING #A29752 .s A0032455 18E38 1 T10 Roof Special 1 1 Job Reference (optional) I I. 0.z IV S Mar lz cU 10 MI I eK I WUSUIeS, Inc. ivion Jul z i xi sb zul0 rage 7 I D:DY1 J RRtrgsuYGJXonwsBkczB2ZB-KwBrcAz6KTWL9GTuDE4XcbinDdBZF9FCeKhf2Jz05xX 1.1-a 8, � 0.4-4 Scale=1:43.2 34 5 5 II 8.49 12 2x4 i 0 2x4 11 2 `} 1 5x6 — 6 IN 12 5x6 = 7 6 — r� 0 M 10 11 9 4x5 = 0.18 1-1.9 9-5 i _ 2-3-5 2,7-15 9 53 �1-13 •4 0-4-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DX 1.00 TC 0.64 Vert(LL) 0.04 9 >686 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 BC 0.60 Vert(CT) 0.04 9 >720 180 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(CT) -0.31 6 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-S Weight: 38 lb FT = 0% LUIVIDCK- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 8-0-8 oc bracing. W1: 2x4 SP M 31, W3: 2x4 SP No.2 REAC7iI,ONS. (lb/size) 6=13810-11-5 (min. 0-1-8),10=1261Mechanical Max Horz 10=494(LC 9) Max Uplift6=-803(LC 9), 1 0=-747(LC 6) Max Grav 6=672(LC 6),10=819(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-616/586, 2-3=-5191550, 8-10=-390/382, 7-9=-439/394 BOT CHORD 8-12=-444/371, 7-12=-444/371, 7-13.=-344/292, 6-13=-3441292 WEBS I 4-6=-6471715 II NOTE- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) interior zone and C-C Exterior(2) 0-1-12 to 2-6-3 zone; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Prov�i,de adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Thisltruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Ref r' to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 803 lb uplift at joint 6 and 747 lb UPHA, at joint 10. 8) This, truss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points alonI the Bottom Chord, nonconcurrent with any other live loads. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CIASES) Standard 11 Job I I russ Truss Type�Qty Ply BURGER KING #A29752 A0032456 -s 18E38 T11 Roof Special 1 1 Job Reference (optional) rVfc uMLLHO IRUJJ l-V. LLL., miruni, rL., iony aw". I I ID::D-YIJRR�trgsuYGJXonws8kczB11 2Z6 o7kEgW_k5neCmQl4nybm9pFx41bE_U6LsJQCamzO5xW 1-7- 7-1� 6 1 1-0-0 3 4 5 II . 3x6 Ci 4x12 i 3x8 — 10 6 1 5x12 = 8 9 1-11-10 Scale=1:43.4 Plate Offsets (X,Y)-- [1:0-7-6,0-2-4],[2:0-1-9,0-0-9] [6:0-4-12 0-3-0] [7:0-3-4 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.69 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 15.0 I Lumber DOL 1.00 BC 0.32 Vert(CT) -0.00 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.13 6 n/a nla BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight: 34lb FT= 0% LUMBER- BRACING - TOP CORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-10 oc purlins, BOT C ORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 4-10-6 oc bracing. W1: 2x6 SP M 26, W5: 2x4 SP No.2 I' REACJIONS. (lb/size) 6=10310-8-0 (min. 0-1-8), 9=141Mechanical Max Horz 9=253(LC 9) Max Uplift6=-1065(LC 9), 9=-777(LC 6) Max Grav 6=734(LC 6), 9=1034(LC 9) I FORClr.S. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-3=-555/607, 5-6=-677/733 BOT ZORD 7-10=-1502/1634, 6-10=-1502/1634 WEBS 2-6=-1228/1177, 2-4=-1228/1177,1-6=-177811639,1-9=-1406/1512 NOTES- 1) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.0psf, BCDL=5.Opsf; h=15ft; Cat.11; Exp C; Encl., GC i=0.18; MWFRS (envelope) gable end zone.and C-C Exterior(2) zone; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This�truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) ProJiide mechanical connection (by others) of truss to bearing plate capable of withstanding 1065 lb uplift at joint 6 and 777 lb uplift at joint 9. 7) Thishruss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Graiihical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD'CASE(S) Standard I . I ' Job Truss Truss Type Qty�Ply BURGER KING #A29752 A0032457 18E38 T12 Roof Special 1 1 Job Reference (optional) QQ__ID:D__YIJRRtrgsuYGJXonws8kczB2ZB-HJIc9s?Ms4m3OacGKf6?i0o3VQxgjxlV5ezid2 5xV 7.10Q� 7-1 1 4.0 4x12 JC� CN 3 4 5 15115I] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) -0.00 7 >999 360 TCDL 15.0 Lumber DOL 1.00 BC 0.30 Vert(CT) -0.00 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.14 6 nla n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-P LUMBER- BRACING - Scale=1:42.1 PLATES GRIP MT20 2441190 Weight: 33 lb FT = 0% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-10 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS , 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 5-0-9 oc bracing. W1: 2x6 SP No.2, W5: 2x4 SP No.2 I. REAC�IONS. (Ib/size) 6=103/0-8-0 (min. 0-1-8), 9=141Mechanical Max Horz 9=253(LC 9) Max Uplift6=-1018(LC 9), 9=-741(LC 6) Max Grav 6=699(LC 6), 9=987(LC 9) FORCI�S. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-5541606, 5-6=-675/732 BOT CORD 7-10=-1396/1519, 6-10=-1396/1519 WEBS 2-6=-1225/1174, 2-4=-122511174,1.6=-1646/1517,1-9=-1342/1443 li NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat.11; Exp C; Encl., GC�'=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; end vertical right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This'truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refgr to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1018 lb uplift at joint 6 and 741 lb uplift at joint 9. 7) ThOtruss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard I Job 1, Fruss Truss Type y Ply BURGER KING #A29752 1863 1 TG1 Roof Special Girder 1 1 A0032463 Job Reference (optional) o.a lV O lvlJl la cV IO IYII l CII IIIVUSUIGJ, II IG. IYWII JUI L -1-Vau N l0 rage -I ID:DY1JRRtrgsuYGJXonws8kczB2ZB-IVs_EC? douwOkBTuMdEEEKCogC2SYfeKivJfez05xU 6-8-9 7�0-13 8-7.3, 6.8-9 �Qd41 1.66 Scale: 114"=1' 3x4 = 2x4 11 4 5 0.18112 3x6'I1 rmTn VnaeL9 I,A,1)-- l I:U'U-o r-Ugel. 1 f:U-L-Z U-3-tfj lt1:U-4-U U-9-Sj LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 1.00 Vert(LL) 0.08 2 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.00 BC 0.62 Vert(CT) -0.09 1-8 >870 180 BCLL 0.0 Rep Stress Incr NO WB 0.12 Horz(CT) -0.05 6 nla n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-S Weight: 59 lb FT = 0% LUIVIGGK- BRACING - TOP CORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT C ORD 2x4 SP No.2 *Except* except end verticals. B1: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS -1 2x4 SP No.3 *Except* W2: 2x4 SP No.2 REACTIONS. (lb/size) 1=324/0-6.0 (min. 0.1-8), 6=-176/0-11-5 (min. 0-1-8), 8=758/0-6-0 (min. 0-1-8) Max Horz 1=588(LC 7) Max Upliftl =-1 50(LC 4), 6=-258(LC 7), 8=-585(LC 8) II Max Grav 1=363(LC 7), 6=153(LC 4), 8=758(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP Ci-1ORD 1-2=-563/413,2-3=-523/525,3-7=-463/431,3-4=-278/300,7-8=-670/597 BOT C ORD 2-11=-329/431, 7-11=-329/431 WEBS' 4-6=-261/310 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat.11; Exp C; Encl., GC�i=0.18; MWFRS (envelope) gable end zone; end vertical right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Thisjtruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 150 lb uplift at joint 1, 258 lb uplift atjoint 6 and 585 Ib uplift at joint 8. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)1, 8. 8) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 9) Gra�ihical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD �CASE(S) Standard o Truss Truss Type ty y BURGER KING #A29752 18938 TG2 Roof Special Girder 1 1 A0032464 FnaT nee i ec Tay iee r•n i i r ■un■u 0 Job Reference (optional) -- - - ---, - - - o.�,v a may ,c cv �o iru en muuau ics, mc. mun dw L 13:J0:4U pia rage i ID:DY1JRRtrgsuYGJXonws8kczB2ZB-DiQMSYOcOi0ndumfS4.8TnRtVdEbFByYoZyftB5z05xT 4-8-8 4-8-8 3x4 11 3 1 5x6 6 7 4 4x5 = Scale=1:24.6 riate turrsets x,Y -- l:U-7-95,0.1-15 , 2:0-3-0,0-2-12 , 3:0-2-0,0-1-4 LOfNG (psf) TCLL 1 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP 30.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) -0.01 1-4 nlr 120 MT20 244/190 TCDLi- 15.0 Lumber DOL 1.00 BC 0.43 Vert(CT) -0.01 1-4 n/r 90 BCLI- 1 0.0 Rep Stress Incr NO WB 0.27 Horz(CT) 0.00 n/a nla BCDL 10.0 Code FBC20171TP12014 Matrix-P Weight: 34 lb FT = O% LUMBER- BRACING - TOP gHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-8 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WE"i 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 3=-O/Mechanical, 4=372/Mechanical Max Horz 3=345(LC 16), 4=453(LC 12) 1 Max Uplift4=-269(LC 12) II Max Grav 4=372(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP OMORD 1-2=-252/291, 2-5=-295/443, 3-5=-243/446, 3-4=-294/209 BOT CHORD 1-6=-286/253, 6-7=-287/252, 4-7=-288/251 WEBS 1 2-4=-528/748 NOTES- 1) Wind: ASCE 7.10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; Encl., GC "ppi=0.18; MWFRS (envelope) gable end zone; cantilever left exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 269 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points alo 1 g the Bottom Chord, nonconcurrent with any other live loads. 8) Ga between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD11CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plo Vert: 3-5=-90, 4-7=-20 Trapezoidal Loads (plf) Vert: 1=-0(F=45, B=45)-to-2=-16(F=37, B=37), 2=-16(F=37, B=37)-to-5=-115(F=-13, B=-13),1=-0(F=10, B=10)-to-7=-26(F=-3, B=-3) JJob I I russ Truss Type ty Ply BURGER KING #A29752 4 A0032465 18E38 TG3 Roof Special Girder 5 1 Job Reference (optional) o.c I V s mar lZ ZV 10 rill eK musrnes, Inc. mon JUI Z IJ:sC:41 Zelt$ rage 7 ID: DY1JRRtrgsuYGJXonws8kczB2ZB-hu_kft1E9?8eF2LrOnfiJfPd6ewCwPJxncOQjXzO5xS 5-4-4 5-4-4 3x4 II 3 r 1 5x6 // 6 7 4 4x5 = Scale=1:27.4 LOADING (psf) 1' SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.69 Vert(LL) -0.02 1-4 nlr 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.00 " BC 0.51 Vert(CT) -0.01 1-4 n/r 90 BCLL 0.0 Rep Stress Incr NO WE 0.30 Horz(CT) 0.00 nla n/a BCDL 'I 10.0 Code FBC2017ITP12014 Matrix-P Weight: 381b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 5-4-4 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS I1 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size)4=4691Mechanical,3=0/Mechanical Max Horz 4=475(LC 12), 3=368(LC 16) I Max Uplift4=-242(1-13 12) Max Grav 4=469(LC 1) i FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-324/344, 2-5=-311/477, 3-5=-244/482, 3-4=-351/197 BOT CHORD 1-6=-4211347, 6-7=-4221346, 4-7=-422/344 WEBS I: 2-4=-5521835 NOTES- 1) Wind: ASCE 7-10; Vuit=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpii 0.18; MWFRS (envelope) gable end zone; cantilever left exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Plat6s checked for a plus or minus 0 degree rotation about its center. 3) This�truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Ref T to girder(s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 242 lb uplift at joint 4. 7) Thisitruss has been designed for a moving concentrated load of 200.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Gaplbetween inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 9) In th6 LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). I' LOAD ASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Unifprm Loads (plf) Vert: 3-5=-90, 4-7=-20 Trapezoidal Loads (plf) Vert: 1=-O(F=45, B=45)-to-2=-16(F=37, B=37), 2=-16(F=37, B=37)-to-5=-131(F=-20, B=-20),1=-O(F=10, B=10)-to-7=-29(F=-5, B -5) Job Truss russ ype y y BURGER KING{fA29752 A0032466 18E38 TG4 Roof Special Girder 1 1 ' Job Reference (optional) — I 5 mar I — to Nil 1 cK Inuu511-1u5, Inc. mon Jul z la:ao:4Z ZU70 rage l ID:DY1JRRtrgsuYGJXonwsBkczB2ZB-94Y7tD2twJGVtBw1ZVAxssyox2GRfsW40G8zGzz05xR 5-4-4 3x4 II 3 1 5x6 6 7 4 4x5 = Scale=1:27.4 LOADIING (psf) TCLL SPACING- 2-0.0 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP 1 30.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) -0.02 1-4 n/r 120 MT20 2441190 TCDL 15.0 It Lumber DOL 1.00 BC 0.51 Vert(CT) -0.01 1-4 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(CT) 0.00 nla n/a BCDL 1 10.0 Code FBC20171TP12014 Matrix-P Weight: 38 lb FT = O% LUMBER- BRACING - TOP C)'-IORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 5-4-4 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 1 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 3=-O/Mechanical, 4=465/Mechanical Max Horz 3=367(LC 16), 4=477(LC 12) Max Uplift4=-246(LC 12) Max Grav 4=465(LC 1) L FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3211339, 2-5=-313/476, 3-5=-2461481, 3-4=-349/200 BOT CHORD 1-6=-4161342, 6-7=-4171341, 4-7=-4171339 WEB$1 2-4=-5601842 NOTE IS- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; HVHZ; TCDL=S.Opsf; BCDL=S.Opsf; h=15ft; Cat.11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Pla(es checked for a plus or minus 0 degree rotation about its center. 3) Thin truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections. 6) Pro0de mechanical connection (by others) of truss to bearing plate capable of withstanding 246 lb uplift at joint 4. 7) This, truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 8) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 9) In t e LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOADCASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uni orm Loads (pif) Vert: 3-5=-90, 4-7=-20 Trapezoidal Loads (plf) Vert:1=-0(F=45, B=45)-to-2=-16(F=37, B=37), 2=-16(F=37, B=37)-to-5=-130(F=-20, B=-20),1=-0(F=10, B=10)-to-7=-29(F=-4, B=-4) JANUARY 1, 2009 -- � WEB BRACING RECOMMENDATIONS X-BRACE 24"O.C. BAY SIZE __...-.... ._ _.-...__.._..-- BRACING MATERIAL TYPE A _.._._._ B C .:........... ... ...... ---- 10'-0" 1610 --- __.__.._...__....... _ I 1886 i 1886 12'-0" 1342 1572 j 1572 --- - - _.. -... ....... *--- - -- ....�.._... - ......._ _...__ 14'-0" 1150 1347 11347 16'-0" 1006 1179 ) 1179 18'-0" -- -- -- - 894 ._..._.....__— 1048 1048 ._..... ...__._...__.._- 20'-0" 805 943 943 J Say size shall be measured in between the centers of a pair of diagonals or x-bracing. ST-WEBBRACE MiTek Industries, Chesterfield. MO Page 1 of 1 TYPE BRACING MATERIALS GENERAL NOTES i. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATIVE LATERAL BRACE FORCE INTO THE ROOF AND/OR GELLING DIAPHRAGM. THE DIAPHRAGM IS TO BE DESIGNED BY A QUALIFIED PROFESSIONAL. ! 1 X 4 IN D. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. A I -OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL 13RACE 1 X 4 #2 SRB (DF, HF, SPF) MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d 1 -- ---- (0.131'x2.5') FOR 1A BRACES, 2-1Od (0.13Vx 3) FOR 26 oral 2.4 BRACES, AND 3.1Od (0.13V)W) FOR 2A BRACES. ';• I -- -'" --"""" `"" - ' ' ' 4. CONNECT LATERAL BRACE TO EACH TRUSS WITH 2-8d (0. 13 t 'X2.5-) NAILS FOR I xA LATERAL BRACES, B ': 2 X 3 #3. STD, CONST (SPF, DF, HF, OR SYP) 2. 10d (0.131')G') NAILS FOR W and 2x4 LATERAL BRACES, AND 3-1Od (0.131'Y3') FOR 2.6 LATERAL BRACES. ( 5. LATERAL BRACE SHOULD BE CONTINUOUS AND SHOULD OVERLAP AT LEAST ONE TRUSS SPACE FOR CONTINUITY. 6. FOR ADDITIONAL GUIDANCE REGARDING DESIGN AND INSTALLATION OF BRACING, CONSULT C '1 2 X 4 93, STD, CONST (SPF, DF, HF, OR SYP) DSB-69 TEMPORARY BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND SCSI 1-03 GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING & BRACING OF METAL PLATE CONNECTED _.__....._._...........:....._......,.,.__.............._.._.....____...____.._...__.__...__......____._..__..._.__............._. WOOD TRUSSES, JOINTLY PRODUCED BY WOOD TRUSS COUNCIL OF AMERICA and TRUSS PLATE INSTITUTE. ... wvAv.woodtrusscom and vmrw.tpinst.org Dt 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) 7. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. B, TABULATED VALUES ARE BASED ON A DOL. = 1.15 1-VH 51 AtSILILEH5: FOR A SPACING OF 24' O.C. ONLY, MITEK'STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTRUTED FOR TYPE A, B. C AND 0 BRACING MATERIAL CROSS BRACING FOR STABILIZERS ARE TO BE PROVIDED AT BAY SIZE INDICATED ABOVE. WHERE DIAPHRAGM BRACING IS REQUIRED AT PITCH BREAKS, STABILIZERS MAY BE REPLACED WITH WOOD BLOCKING. SEE'STABILIZER' TRUSS BRACING INSTALLATION GUIDE AND PRODUCT SPECIFICATION. DIAGONAL BRACE�� CONTINUOUS LATERAL BRACE 2.10d NAILS (SEE NOTE 4) i rt i Horizontal Blocking X-BRACING (REQUIRED FOR 72'0.C.) FOR 24' AND 48' O.C. SINGLE DIAGONAL IS SUFFICIENT. I (One leg of X-bracing shown dashed for drawing clarity. TRUSS wE8 This leg will require horizontal blocking _MEMBERS, next to the top and bottom chord so it attaches to the brace plane.) 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 stability of the overall roof system. The method shown here Is just one metf�od that can be used to provide stability against web buckling. MALR.'I•li s ' Consulting r?naineal CI�`lllStructural 2a r:th, Street H;&1eah, FL 33010 PttonE� (305).667-6797 _ ... (Florith P,F, 031500).. COMP c F I I, li I� TOPIICHORD CONNECTION COI JIER JACKS - USP (2) MP3 7'40 !JACKS - USP (2) MP3 5'-0"I JACKS - (2) 8d NAILS 3'-O'I!JACKS - (2) 8d NAILS V-0' JACKS - (2) 8d NAILS I f MIN. P= 1.4 12 MAX. P=6.5 1 I T-0" CORNET SET PARTIAL ROOF LAYOUT !/ 1 / 3 3' 0" BOTTOM CHORD CONNECTION CONER JACKS-SKH26 UR OR HJC26 MAX 7'-0" JACKS - USP (2) MP3 5'-0" JACKS - (2) 8d NAILS 3'-0" JACKS - (2) 8d NAILS 1'-0" JACKS - (2) 8d NAILS OTE: -IIS DESIGN HAS BEEN CHECKED FOR 175 MPH PINF LOAD. WALL HGT. 30' MAX PROVIDE DR UPLIFT AT BEARING WALL CONNECTIONS 25 Ibs LUMBER STRESS INCREASE 1.33 Nail design loads: (ACCORDING TO NATIONAL DESIGN SPEC.) FOR GROUP II SPECIES(S.P.) 8d COMMON NAILS = 78 Ibs (SHEAR) 10d COMMON NAILS = 94 Ibs (SHEAR) JSP HANGERS DESIGN LOADS ;ACCORDING TO MIAMI DADE BUILDING CODE COMPLIANCE OFFICE/PR( T CONTROL DEVISION) RT3 HURRICANE CLIP-366 Ibs (UPLIFT 100%) W/ (8) 8d x 1-1/2" N.O.A. No. 07-0306.10 'LPBF BUTTERFLY HANGER =367 Ibs (UPLIFT 100% & DNWRD w/ (15) 6d N.O.A No. 38-0208-.07 5KH26 UR = 870 Ibs UPLIFT/900 Ibs REACTION (UPLIFT 100% DNWRD) W/ (12) 16d N.O.A. Vo. 07-0214.20 -IJC26 = 1975 Ibs UPLIFT/2020 Ibs REACTION (UPLIFT 100% DNWRD) W/ (28) 16d N.O.A. No. )7-0214.20 MAXIMUN ALLOWABLE LOADS: JACK SIZE T.C. NOTE2 CORNER JACK 7'-D" 5'-0" 3'-0" 1'-0" UPLIFT (100%) 365 Ibs 365 Ibs NAILS NAILS NAILS ROOF (125 %) 365 Ibs 365 Ibs NAILS NAILS NAILS T.C. NOTE2 CORNER JACK 7'-0" 5'-0" 3'4" 1'-0" UPLIFT (100%) 870 Ibs U/1975 Ibs R 367 Ibs NAILS NAILS NAILS ROOF (125 %) 900 Ibs U/2020 Ibs R 1170 Ibs NAILS NAILS NAILS 'MINIMUM GRADE OF LUMBER LOADING (PDF) i LL 7'-0" 2x4 No.2 SP TOP 30.0 FLORIDA BUILDING 3'4' 2x4 No.2 SP BOTTOM 10.0 CODE 2014 WEB 2x4 No. 3 SP SPACING 24" O.C. RUS S CONNECTORS JUL220 %su 1,r •� * : No 31509 STATE OF ��Cu T' 4011 elf NAI 111111,01. 7-30-15 I, The HUS, JU$ MUS hanger series otters double shear nailing. USP's dimple allows for 300 to 450 nailing through the joist Into the header resulting In higher loads and less nailing. Slant nailing also eliminates the need for shorter joist nails in 2x applications. Materials: JUS -18 gauge; MUS -18 gauge; HUS -14 or 16 gauge Finish: G90 galvanizing I, Optionsi See Chart for Corrosion Finish Options: See NUS Specialty Options Chart, Typical HUS46 Codes: Seepage 11 for Code Reference Chart installation Installation: a Use all specified fasteners, See Product Notes, page 17. ® Joist nails must be driven at a 3011 to 454 angle through the joist I, or truss into the header to achieve listed folds, Standard length °double shear" nails must he used to achieve listed load values. • JUS S MUS -16d sinkers (0.14W x 3-1/4") may be used where 10d commons are specified with no load reduction. Double shear nail damyl features fewer nails and faster Installation WaLa Qtandard length nails HUS specialty options chart Refer to Specialty Options pages 228-229 for additional details, 0pilon imreiled Runge Range Not available In wkiths,fess Ill an 2-114' 100%of table load. Allowable 55% of table load when Loads nailing into the support members end grain, Add IF Ordering to product number, Ex. HUS410_IF BY � 4 e Typical HUS4101F Inverted flange Installation e 7�7 9 USSR& sznucvuaa.courtssroas Mnr$k typical JUS26 installation DWO ailm 3a• to e5 =Wag W JUS28 A i x. N w MUS a m tca R I M ` ` FastenerSchcdute s Oimensinns (inj MT Header all AUowaUlo loads (i Sri )' i # { Floor .,. Ro61 U tft'a Jc>St Size Stack Ne. Ref, No.; Gau a -w W t H D' ; -, A`w. r' Na11 �. _ , Nail 700% ,115°� ,12596 160% cat cG _ �ReL ,..;J' JL24 LU24 20 1.9/i6 3 1-1/2 15116 4 10d 2 10d x 1-1/2 4704 115401 1580a ::13200 5, 4 16d 2 wd x 1-1/2 560: �"6 00 695,, ,"E R5, F2 JL24IF-TZ - 18 1-9/16 3-1/8 1-1/2 - -- 4 10d HOG 2 1Od x 1-112 HOG •�465 535 15801 "280 31, R1, 4 16d HOG 2 10d x 1-1/2 HOG ' 550 7615 : 1615 ,.J280 4 F32 2 x JUS24 LUS24 18 1.9/i6 3-118 1-3/4 1 4 10d 2 10d 675 ;�776;' 835, "510 SUH24 U24 16 i-9116 3-1/4 2 1.3116 4 16d 2 10d x 1-1/2 Q5W �50 960V 380 5, 4 16d 2 tOd x 1-1i2 °590 8651 6720" 0380 R5 H026 HU26 14 i 9/i6 3112 2 1 118 4 i6d 2 i0dx1-1f2 565 +6501 705s290l J126 1i126 20$ ' a1 9116 4 3/4 r1 112 15116 8 i0d� 4 _ ,b 10dx1-1f22 "710 t8702650i i 6 ._ i6d 4 , dx 111/21 ;=t34o 960u '�1046 ?650i"1 IL26iF TZ LlM7aT ; `18 1 9116 d 112 N1 1/2, ;.. ;6 Al ad HOG 4 :10d x ll-1/2 HDG ')695 800 98701 i 1,730 31, R1, ., 6 16dHOG 411kix1 1/2HDG 830 m950 ii035730i F32 JUS26 zLISZ6 , ' 78 1 9116 .4=13116 11-31.41 1 4 10d 4 tOdz' 870 t1D�1i160 s1115 5. R5, F2 LL„ Ml)S26 �� __ MUS26 18.E 1E9t16 s5-1/18 �2 :11 r16 .. �1M ,16 . � �10d,�• > e12$5 a1475 i1605' 885� 31, Rt, F32 ,15H26 U2 'i6 1 4116 5 1/8 1 3/16 6 �10d w�4 7 i s r10d x 1=1/2 s,750 M `. 9910 �2755 Y6 `16d 14 ,g tad x 1=1/2 ,. ;'880 at000 1080 a''755 N QmnkLm6 �2 b H1J526 HUS26.,w i6fi ;1=5l8 t5=7/16 3 : , .2 m' :14< .,,'16d 6161t: 2780 i3i40 3345 .`1925 5, MOW,._: Mir :_ 14.. 4,9/16 ' 3112„ 2M 1=918 -�4 :-,-16d a2 , °10d,x1-1f2;'_ 565 650� :705 1290 3 R5, ` NQ281- - .. HU28 -" v14 a' 1.9116 �?5=1/45 ,M2C!i '.$1-118 ': 8 >. , :18d'" .3 ..,4 .� <:1�:10d'z 1-1t2; :'; '�1130 I1295 4410 . t730 F2 JL26 LU26 20 1.9/t6 4-3M 1.112 15/16 6 10d 4 10d x 1-112 '17T0 805 ;810 36501€ 6 i6d 4 10d x 1-1/2 1.,840k 980;s 4045 65011' JL26IF-TZ LUC26Z 18 1-9116 4-1/2 1-1/2 -- - 6 iDd HDG 1 4 1Od x 1-1/2 HOG "695 f 800 'MO i_1,730 31, 111, 6 16d HOG 4 1 Od x 1-1/2 HOG 830 . as950. 1035 jQ73O F32 JL28 LU28 20 1-9/i6 6-3/8 1-1/2] 15116 i0 10d 6 10d x i-112 '.1180 61295 4295 .I18551 5, R5, F2 10 t6d 6 10d x 1-1/2 1400 AM 1,1740 GMI Jl28tF•TZ -• 18 1.9116 6-1f8 i-112 -- •- 8 10d HOG 4 10d x 1-1/2 HDG 930 61065: A160 " 730 31, R1, 8 16d HOG 4 10d x 1-i/2 HOG J 105 1215 11215: F32 JUS26 LUS26 18 1-9/16 4-13116 1 3/4 1 4 10d 4 10d fa870 1000 e1080 .1115 2 8 JUS28 LUS28 18 1-9116 6.5/8 i -3/4 1 6 10d 1 4 10d 11110 1270 11=5 11 A M 5, R5, F2 x MUS26 MUS26 18 1-9i16 1J1 5-6 2 1 6 10d 6 10d :1285 A475 �1605 665 ' 31,111, MUS28 MUS28 18 1-9115 7-1716 2 1 8 10d 8 10d 4710 19702140 = 123V F32 SUH26 U26 16 1-9/16 5-118 2 1-3/16 6 10d 4 10dx1-112 750 840, 9110 -"z7551 6 16d 4 tod x 1.1/2 7880 000_' '1680 t7.755': SUH28 •-•• 16 1-9116 6-5J8 2 1-3/16 8 lOd 6 tOd x 1-1/21OWWO 1120 . S. 8 16d 6 10d x 1-1/2 1176 11335 R5 HUS26 HUS26 16 1-5M 5-7/16 3 2 14 16d 6 16d ':2760 i3140 5. HUS28 HUS28 16 1-5/8 7-3/16 3 2 22 16d 8 16d '4170 14345 0 *3257U, HD28 HU28 14 1-9116 5.114 2 1-i/8 8 16d 4 10dx 1-1/2 `.1130 i295':HD210 HU210 14, i-9/16 7.3116 2 1-1/8 12 16d 4 i0dx 1-i/2 �1690 :1945 0i. 1) Uplift loads have been increased 60% for wind or seismic loads, no further tncrease shall be permitted. 2) l6d sinkers (0.148 dia. x 3-i/4" long) may be used at 0.84 of the table load where 16d commons are specified. This does not apply to JUS, HUS, MUS slant nail hangers. 3) For JUS, HUS, and MUS hangers: Nails must be driven at a 3V to 45 angle through the joist or truss into the header to achieve the table loads. 4) NAILS: 10d x 1-1/2" nails are 0.148" dia. x 1-1/2" long, IOd nails are 0.148" dia_ x 3" longs 16d nails are 0.162" dia, x 3-1/2" long, New products or updated product information are designated in blue font Corrosion Finish MStainless Steel MGM Coat PJHDG ®Triple Zinc Florida Building Code Online Page 1 of 4 e Comments . AsxhtYed Product Honuracturer uSP Structural Connectam, a HlTek CamEany Adikess/phanwamail 14305 Soutimoss Drtva Sums 200 eumsvot, Hfl 55306 (952)093.8602 )c�ttns®mB.Com Authanaed Signature Jun Colons P.£. 1cet3aspmuzom Technical Representative Jrm Coluns, P.E. Addr=s/Phanalemarl 1430S South cress Drive Suite 200 , OurmYute. Mta SS306 1952) $90.8601 Jeatttnsoms.eom QLafity Assurance Representative Todd Archo Aadress/PhonefEmai3 14395 56ut197oss Drive rj Suite 200 eumsvtae. HH 55306 1952) 698.860I tastheornzeam Gstegary Etnxwrel Components Subcategory wood Connemn compliance How evaluation Resiort from a Produt2 evaluation Entity Evaluation ErAft tCC Ev41U8V0A ScrvlCe, 6eC Quality Assurance Entity t0c Evaluation Service Quattty Assurance Contract Esptrauon Date 12/31/2020 Validated By Torrence 6, WOUe P,E Vatsdat:an CheCeust • HardCopy Aeteived CCYtuieate of Independence 242221 _ l-CPnrnrauan of rneeryrMertr,� for fy_ luA2tan Mr Reterencad Standard and Year (of Standard) AJ'$PA 14.04, 2012 AM 0710 2011 Equivatence of Product Standards Carlow By Sections from the Cade http://wwW.floridabuilding.org/pr/p� gvOQpGQvtVm... 6/17/2015 Florida Building Code Online Page 2 of 4 Product Approval Method Method 1 Opt= C Date 5obMined 04/06/201S Date Validated 04/07/2015 Date Ptodinj FBC Approve; Date Approved 04/s1/2015 Summary of Producta ,fly Go to Page �i - Pao, t P 2 Ms Ft.p odol HumbarorNamo os lion 17232.1 lWBF SU-1ta-dIv#iAn9cf Limits of use installation Instructtons APProved for use in HVHZ: No 1(�, 7232 �i II cR•+sae {Fatynunti ndt Apprnved for use outside HVHZ: Yes Verified By: )CC Evaluation Servke, LLC Impact Restatanta. NIA Created by independent Third Party: Design Pressura:N/A evaluation Reports Milan jilynx 81Al 17232.2 IN02S. MD24.2. H034, HDaa Face 14ow+t Hamer limits of Use Installation Instructions Approved far was, In HVHZ: No fY17232 R I H. 84 IMS Ogg Mn .ntt net Approved for use outside HVHZ: Yes Vended By: ICC evaluatlon Scrvk,, LLC ImPett Resistant: N/A Created by independent Wed Party: Design Prossuret N/A Evaluation Reports attar: a. 44 17,32.1 HD20, 140210, H0212, H0214, H0215, Face Mount Hanger H026.:4 N029•2, HD210.2. H0212.2, H0214.2. H0216.2, HD26.3, H026•], HD210-3.HD212.3,H10214.3, 140216.3. H026-4, N0210.4, NOS, HD30, HD310, 3t2, HD314, H0316, ND3E•2, N0310.2, 312.2, HD46, H046 Limits 04Use installation Instructions Approved For use inHVHY:Yes F1t72t2 t1-E5R•ltattAattiyM,.tntlnctt Approved for use outside HVHZ: Yes VartRad B11.11 CC a,! te.la Servlte; tLC tmpast Rnistantu NIA Created by ln0tocnd" Ttstd Pally: Design Preaauret N/A Evoluallan Reports Othan Muzal s - WFASSM-ii$290 17232.4 HD410, HD412, HD414, HD416, HD41g, Pace HOUM Hanger H066. H06a, HD610, H0512, H0614, M0616, H1766. MOSS, H0010, MDB12. M0814, HDas6, H01770, H017525. ' H0/7112, H01714, H02792S, MD27112, M02714, 11032105, MD3212, H03112, NO51135 Limits of Use Installation Instructions APPmvad for use In HVHE Yes FI_t771 o„Lrl' tp-,+at +P (yoUntl nnr Approval for use outside ttVHY: Yes Venf7ed By: 1APM0 Uniform lv LZtlon Swvlars LLC. Irnpatt Rosistautt N/A Created by Independent Third Party! Design Pressure: NIA Ovaluation Reports ashen R A R• 4.r F M n f 17232.S 5210, HDS2I2, H05214, NOS216, Fate Mount Hanger 62117, Wit t7, Honeo, HD7120. 1D81117. 7L40, MD7Mo. H071B0, M077117, HD95117 Limits of Use Installation Instmaltms Approved for use In'tivitzi Yes Elf 7232 a,t IS ESa»34 tree Pamuntt.net Approved for use outside HVIM Yes Verified By., IAPMO Uniform FvabuotSon Semkes LLC, Impact Wessell NIA Created by Independent'1MtS Party; Design Pressure:H/A evaluation Roporm Olken' Ft. 17717 17232.E HU524.2. ttU52a•3 HU544, tent Nait )o13i Net Lirtdta of use Installation Instructions Approved for use in HVHZ: No nt]�j f Ri H jRa4a - � cen t n_ndI APP:Quad for use outside NVHx: res �1 Yenned By: -ICC Evatdalron Service, LLC ImPott Resistant: N/A Created by Independent TWd Party. - Design peassurot NIA Bvofeatton Reports Other: 7 7 a ♦ p, as s t r 17232.7 NU526, HU520, Hti5210, HUS175, Slant N34305t Manger HUS177. HUS179, HUS26•2, HU520.21 HUS210.2, HU5212.2, HUS214.2, HUS46, HU548, WWI, HUS412. HUS414, H1426.3,HU520.3,HUS210.3. HUS212•3• HUS214.1 Waits of Use installation Instructions Approved for use in HVHZ= Yes rt 17217 Rl 11 Fca•Za45 tiara Me:mtt.ner Approved for use outside HVHZi Yen Venped 0y: ICC Evaluation Stmtce, LLC Impact Resistant$ N/A Created by independent Tined Party-. Design Pressurm N/A - Evaluattan Reports Other s 44 F 17232.B IL24 1L26 tandardjoist Ha rs Limits of Use Installation Instructions Approved for use In HVHbs No 7L172j t 11 EStt-45 (Fan_• Mc!mrl.naP Approved far use outside WH2: Yes ved4od By: ICC Evaluation Service, LLC IMPact Resistant: N/A Created by Indeoendenl Third Party: Oeslgo Ptassutst N/A Evaluation Reports alater• 7 a s R.44 f M n 9 17232.9 1L25. July Standard Joist Hangers htdp:/lwtivw,iloridabuilding.orglpr/pr app_�dti.aspx?param=wGEVXQwtDgvOQpGQvtVm... 6/17/2015 4 . 1 Florida Building Code Online Page 3 of 4 Limits of Use installation Instructions Approved for use In kVtM Yea flf 7j�3 A_ 1 Ega.� ta5 iFsre Mauntl.nnf Approved for usq outside HAIR: Ter VenAed By; ICC EvaWadisn 5eraka, LlC Impact R•slstanl: N/A Created b7 Independent Third Party: Designs Pressures NtA Evaluation Reports Others 1117111 81 A , A= J4 F rn Mrx,•i 1 17232.10 N2b•I, JN$0.2, Jro2ai. JN2B£ 3Nt1aE ower Hall lionaers Umits of Uso installation Enstructiana Approved for usq in HVNZt Mo tx tTT3 at It FSi SiS_lrare Mnuntl MT Approvad far ate outsida NVtt2t yes Verified By: ICC Evaluatbn Servtte, LLC Impact Besiden91 N/A Created by Independent Third Party: Dealers Pressure: NIA avatuatlon Reports Othsrt A A .4S IF M f 17212.11 1US24,JUS24.2 JU644,JUS24.3 Stant Hall Joist Ms r Limits of Usa Installation Instructions Approved for use In HVHZ: No E1"t7T32 91 11 E911.ta45 trace Mr+,ritl.Cgf Approved for use outside HVHZt Yes Verifled By= ICC Evaluation Smite, ttC Impact Rastatantr NIA Created by Independent Third Party; Design Pressures HIA evaluation Raparto ache" UL7222a A a.a P n 1723733 S26, JUS281 JUS216. JUS36, 3US3E, Slant Hall JOIST Hanger DEG.JUS$6.2.1US20=2,1U52t0.2. S212-2,JUS214.2.JUS46, W540, 1JU1US211-3. S 4JUS210.3.JUS212.2. M.114•2 Limits of use InatallatIon Instructions Approved for use In HVHZi Yes FY.ljah2 R3 11 Eep.M1aSS stare Mctntt edf Approved for use outsido HVHZs Yes— Venited By: ICC Evaluation Service, LLC Impart Resistants N/A Created by Ingepsndsnt Third Psrty: Onslgn pressure: NIA valuation Rep"" ottrerl WWI 11W-2449 fitaleM 17232.13 GU325, LGU163. LGU523, MGU363, ' eow Hanger GUSis, MGU530' f4wS62, MGU700, 1''.1HGU7C0. GU362, HGU525. MCU550. tIGU962, M151.17I5. NCU900 Limits of Use Installation tostructions Approved for use to NVIM Yes P117232 Rt 11 ESP'�ai:f iFM M� �ivn1_^aM Approved for use Outside HVHYf Yet Vended ®yt we Evatuatton Senke, LLC Impact Resistant: MIA Created by IndsPeodont Third Party: Onion Pressures NIA Evaluation Neparts athen 17232.L4 SUti2a, SUH74R, SUH74, SUN24.2, SUH44, au Hangar SUN44R. SUN26.3 Umits of Use nstalWtign Inatructlans Approved for use In HVHZi No r117z31 Al 11 ESP-3445.ndf Approved for use outside HVHZ: Yes Verified by;1CC Evaluation Service, LLC Impact Resistant: NIA Created by Inisependem Third Party: Design PressWer NIA evaluation $imports OO AE W-2441 friammmLadf 17232.1S SLMIO. SUH2O, SUH210, 6UN214, gist Hanger " 5LHD8710,BUN1714,SON26R.SUR20A, S'R1210R. SUH214R,5UH2310, SUH2334, 11,36, SUH310. SUH314, SUH2610, SUH2614,SUH26.2, 5UH28.2,SUH210.2,5UH214-2 Uatlls of Use Installation Instructions Approved far use In HVIIZ: Yes ITLiT231 R] (NSF-]aa4 {¢a ._Mrs �ntl_adf "' Approved for use outstdq HVNZ: yes Verified By: ICC Evaluation Service, LLC Impact Rmalstanti NIA Created by independent Third ParcyD. Union Pressures NIA evaluation Reports Others n-L773;—�01 AF F420.IIA1 F M 17232.i6 9UH46, SUH40, SUN410, SUH414, Joist Manger 5UN46R,SUM410R,SUH28.3,SUH2L0-3, SUR2316.2, SUH2314.2, SUN310-2. SUN66. SVH610, SUH66R, SUH610R Umtts of Use installation Instructions Approved for was In HVHZ. Yet Q�„j7?LRi'll_�5 4a4IPate Mov.nF eve Approved for use outside HVM Yes Verified By: ICC Evaluatton Service, LEC Impact Rviolstants NIA Created by Independent Third Party. ashen pressures t+/A Evaluation Repot" OCi1eK 7 a a 4a r M n 17212.17 TH026,TNO26mav,TH02H,.THO78msz, FaceMount Hangar TH0210.TH0I10mai.TNO17S.THD177. H0179,TH026.2,THD2e�2,THasID-2. I Tti0210.3, THO21®v, TH045, THD40. TND 7H0412. TH0434. 7HD610, la THO6t40410, THD7210 Limier of Una Installation TnstrucElans Approved for use in MVHZt Yet i'11T4T2 pi 11 £SA.7.r.1S lracQ r4aentl.Ddf Approved far use outside HVN8s Yes booked 0y: ICC Evaaastton 5ervtte. LLC Impact Resistant: NIA Created by Independent Third Party: Ometgn Prmaaure: NIA evaluation Reports Other: L17212,Rl A U- as 117232.15 THOH26,THDHIa, TMDH210, ate Mount Hanger THDH2 M5,THDH27112;WO H2714, THOH26.2, THOH2O.2: THOH210.2. 014212.2, TH011214.2. TH01,13210, THDH3212, THDH46, THOH40, T/s0H4 t0, IDH4l2.THDH414 Limits of Ua• installation Inatrucflans Approved for use In HVIf2.r Yes 1117j2al 11 erR-JA (Para MnuntlLti odf APProvod lot use outside HVHZ: Yes Verified By: ICC Evaluation Strvics, Impact Assistant.- 141A Created by Independent Third Party: Design pro/surot N/A valuation Airports Other. 7 R A R- 44 F M n 17232.19 Dtf2b-3,11HDH28.1THOH210.3, ate Mount Naoger tMif 2>3,THDH314.3. THDH52E0, http://www.fioridabuilding.org/pr/pr app dtl,aspx?pamm=wGEV QwtDgvOQpGQvtVm... 6/17/2015 is s a a Florida Building Code Online Page 4 of 4 StiDH9212. THDH8214, THOK10, tWHOM THDHbt4, THDH26•A, rtiAH2a•4. THDH8710, THOH5712, TtIDH4714,TH0H7210,THOHT2.12, AH7214 Limits of Use Instaitsetan Inattacttona Approved for ttad In HVN2s Yes ct:T?� ( g' �jma t ace w�ry tt_art/ Approved for Use outalde HVHZI Yet Vertticd ay; Ice Evaluation Service. LLC Impact Resistant: N/A Created by Independent TNtd party:. OaAlgn PPetdnTDt NIA Evacuation Reports Man 7 A R. 44 FU n 17a3a.aa THDHQad•2. THDHQ2d-3, THDHQ2e•4, Witter Truss hanger THD28.3, THDHQ28-4, Q28•T. II02, 21a•3,THAHQ210A. HH THURd TAH8 TH01,14410 Limits of use Installation Instructions Approved ror use In NW121 Yes ri t72j2All 11 iakJfa f+r -aft"^t+� { Approved for use Outside HVFsai Yet Verlt ed Py: Icc Ev4luaebn Soruke, LL.c Impact Rasistantt NIA Created by Independent Third party: Design PrassurD: NIA 0vataatlon Repeal Other: Go to papa �® Page I J 2 amIart Iff iI 12dae2d MnvM atnxr TA rs B4=P an :a5� n� 4ar.1AM The state ri fbfm is an AAJUO empiartr. Cd..mat aC07.?at3„erar1 ar F:M. s; rnmary stst.r.rnr , d{11111 ery c1 eE ¢=� hnd stbtf=t t4eder Flstndo taro. em" addresses are taole rnmisls, H Y. do not Want your e.ana7 address rataased in res"ale to a wkc-reto,os reiivest, do not send e1mran4 mat W trio emay, tnaysd, Onuct me Oka of one" dr by IttLLtianat nuN, R you Isa.a ony 40tipans, listed esrtt= 8S9 4e73343 Dtttuarx to Sattwn 435.275 tit. fiestas Statutes. crrecliva 0"oaer 1.:022. seensem ktntad under Caster 433. F.S: mutt Dravida the VCP*aead wnh an ema9 address it they Met ode the emtlb Drovided may be coed for uroal CMrftu esCdn won t•ie bteneaa. Haweaer email 640esse/are dunk tame. It you do not wish to suRair a pmanal ad4reso, ®ladle DAUKYherd w4ft an amps add ers -tern On 04 made aysdeb:4 ld rho DUD", to 4etedwria d yw are a karat under Chapter 457. F.O.. Phase tact L,, Pte4uetAPPM.40Attaptsi �ra seeatr6tc�uttaiGz• 4 http://wmv.floridabuilding.org/prtpr app, dtl.aspx?param-wGEVXQwtDgvOQpGQvtVm... 6t17/2015