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RC-07-20-1631, 9333 N Miami Ave (3)`` ,_ C,��� Miami Shores Village Budding Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 BUILDING PERMIT APPLICATION ❑BUILDING ❑ ELECTRIC ❑ ROOFING RECEIVEE) r BY: FBC 20� ? Master Permit No. KC •vit Sub Permit No. ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF JOB ADDRESS: q CONTRACTOR IS • Nl i �rwi � �A��t. ❑ CANCELLATION SHOP IN DRAWINGS City: Miami Shores County: Miami Dade Zip: 3 Folio/Parcel#: AA Is the Building Historically Designated: Yes NO Occupancy Type: 50R-toad: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): f4f;efft ��� � 61r++�N i Phone#: 1 (O .0 Address: :7 7� 0 - w Rw % " City: l 5A0�_ State: Zip: �1 Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: Address: 3✓ �•43)5 City: �� d. M&; �� State: ! - � Zip: 331 3 05 Qualifier Name: C/'/VW►r S/� & `OPhone#: 31 Ao 3)r State Certification or Registration #:.. ''(/VLG IS ��'�l �a Certificate of Competency #: •�f / t DESIGNER: Architect/Engineer: T . C n 1:Or► '1 Phone#: `J 3I ZP-tJ 3?J' Address: e 2 ✓ OU& City: Mft State: ���yZip: 3J� 3 Value of Work for this Permit: $ `'"' . ova Square/Unear footage of Work: SOW Type of Work: A Addition ❑ Alteration iice�,� `❑ New ❑ Repair/Replace ❑ Demolition Description of Work: -f�j SS ✓r1 fl ?Ia 11A05;Py', S Specify color of color thru We. - Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ Technology Fee $ Training/Education Fee $ Structural Reviews $ CCF $ Co/CC $ DBPR $ Notary $. Double Fee $ Bond $ IReviseM2/24/20141 TOTAL FEE NOW DUE $ S�� r Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant. As a condition to the issuance of a building permit with an estimated value exceeding $250t7, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a cgtifted copy of the recorded notice of commencement must be posted at the job site for the first . ch en (7) after the building permit is issued. In the absence of such sted notice, the inspectio ill not be ap ved nd a rein ee will be charged. /) �� OWNER dt AGENT The foregoing instrument was acknowledged before me this Fti � ` day of 1 A �- . 20 by jet c t who is personally known to me or who has produced identification and who did take an oath. NOTARY PUBLIC: Sign: r � Print: Print: gp ; TELEGE NATAKI PO4",'i:''. Seal: :* *_ Seal: MY COMMISSION # GG 14• 9T EXPIRES: September 27.2 I 'eOr Fti°• " Bonded Thru Notary Public Unde, wi Plans Examiner The foregoing instrument was 3eklf W- Iedged before me this 2C4 J' day of fAk-� �►_ . 20 � by C • w--, who is personal known_to APPROVED BY as me or who has produced identification and who did take an oath. NOTARY PUBLIC: ATELEGE NATAKI POVyL�` EL_ :*• #- MY COMMISSION # GG 146583 =9,P� EXPIRES: September27,2021 Bonded Thru Notary Puulic Underwn',ers ` n Structural Review (Revised02/24/2014) as Zoning Clerk RUSS Re: 21E13: PENICHEIRO Site Information: Project Customer: LEMON CITY CONSTRUCTION Lot/Block: Site Name: 9333 N MIAMI AVE. Site Address: Fort Dallas Truss Company, LLC. 7035 SW 44th ST Miami, FL 33155 Tel: (305) 667-6797 Fax: (305) 667-0592 Job Name: PENICHEIRO RESIDENCE Subdivision : .... . . .... ...... ...... .. . ...... MIAMI SHORES St: FL Zip: •••:.. • .. .... .. . . . .... . .. ..... t • General Truss Engineering Criteria & Design Loads (Individual Truss Design L3rawipgs•;how•••:- Special Loading Conditions): : •' • :....: Design Code: FBC2017/TP12014 Design Program: 8.42 Apr 29 2021 Roof Load: 55.0 psf Floor Loads • • • • N/A Wind Code: ASCE7-10 C-C for members and forces & MWFRS for reactions Wind Speed: 175 mph This package includes 18 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# 1 05/20/21 CJ8 A0072376 2 05/20/21 HG1 A0072377 3 05/20/21 HH1 A0072378 4 05/20/21 HH2 A0072379 5 05/20/21 HHG1 A0072380 6 05/20/21 J2 A0072381 7 05/20/21 J4 A0072382 8 05/20/21 J6 A0072383 9 05/20/21 M1 A0072384 10 05/20/21 M2 A0072385 11 05/20/21 T1 A0072386 12 05/20/21 T2 A0072387 13 05/20/21 T3 A0072388 14 05/20/21 V2 A0072389 15 05/20/21 V4 A0072390 16 05/20/21 V4A A0072391 17 05/20/21 V6 A0072392 18 05/20/21 V8 A0072393 z, a�z� c rnE p to 0 m o In o d U C o U U a 0 E .00L LnZn � � ��c`�-°c°c�ot°a a aoa� > cc. O� LL N Q .� 4. O �' J U p <0 (J ❑ ❑ _ Cc m L C. C w- a; d c_ .� s E x u cy- C U "- �: a: L. N G7 1-7 It U The truss drawing(s) referenced above have been prepared under my 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 5th ST, Hialeah, FL 33010 (Florida PE# 031509) NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown. I�AY Page 1 of 1 Engineers Name Date Fort Dallas Truss Co. LLC. To: Delivery 7035 SW 44 St. LEMON CITY Miami, FL. 33155 Job Number: 21E13 (305) 667-6797 Fax: (305) 667-0592 40009 PONCE DE LEON BLVD. #470 Page: 1 Date: 05/20/21 15:16:14 Project: PENICHEIRO Block No: Model: Lot No: CORAL GABLES, FL 33146 Contact: Site: Office: Deliver To: 9333 N MIAMI AVE. Account No: 000000539 Designer: / Name: Phone: (786) 440-9371 Salesperson: PAUL ABRAMOBICH Fax: MIAMI SHORES, FL 33150 Quote Number: P.O. Number: Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH '....' 0 0 0 6:0 O$-OS-01 OA Hght:O - 9-13 " "' "' • • • • • • 3 C J$ DIAGONAL HIP 3.54 • • 2X4/2X4 00000, • • • • • 14-07-00 OA H'gA101-10-01 • • • • • • • . • •2 I HG1 2X4/2X6 HIP GIRDER 5.00 • • • • • • • • • • ••'•.'' ..... 000000 13-03-00 OA"atlas f8-0I ' ' 3 I HH1 HALF HIP 5.00 • • .. . ' 00 2X4/2X4 • • ' ' ' 13-03-00 OA "t: 0305-15 . �' • • • 4 1 HH2 HALF HIP 5.00 .. • • • • • 2X4/2X4 — 13-03-00 OA Hght: 02-10-01 5 1 HHGI 2X4/2X6 HALF HIP s.00 02-00-00 OA Hght: 01-02-01 6 6 JZ CORNER JACK 5.00 2X4/2X4 04-00-00 OA Hght: 02-00-01 7 6 JQ CORNER JACK 5.00 2X4/2X4 06-00-00 OA Hght: 02-10-01 8 7 J6 JACK -OPEN 5.00 2X4/2X4 27-02-00 OA Hght: 03-I1-02 9 15 N11 MONOPITCH 1.14 2X4/2X6 1.14 24-03-00 OA Hght: 03-07-12 10 f� 6 M2 MONOPITCH 1.14 2X4/2X4 1.14 14-07-00 OA Hght: 03-04-08 11 2 Tl COMMON 5.00 2X4/2X4 12-07-00 OA Hght: 03-04-08 12 I '1'2 COMMON 5.00 2X4/2X4 13-03-00 OA Hght: 03-04-08 13 2 T3 COMMON 5.00 2X4/2X4 02-00-00 OA Hght: 00-10-00 14 1 V2 VALLEY 5.00 2X4/2X4 04-00-00 OAHght:01-OS-00 15 I V4 VALLEY 5.00 2X4/2X4 04-00-00 OA Hght: 00-10-00 16 1 V4A VALLEY 5.00 2X4/2X4 06-00-00 OA Hght: 02-06-00 17 1 V6 GABLE 5.00 2X4/2X4 08-00-00 OA Hght: 01-08-00 18 1 `7$ 2X4/2X4 VALLEY 5.00 Fort Dallas Truss Co. LLC. 7035 SW 44 St. Miami, FL. 33155 (305) 667-6797 Fax: (305) 667-0592 Project: PENICHEIRO Block No: Model: Lot No: Contact: Site: Office: Name: Phone: (786)440-9371 Fax: To: LEMON CITY 40009 PONCE DE LEON BLVD. #470 CORAL GABLES, FL 33146 Deliver To: 9333 N MIAMI AVE. MIAMI SHORES, FL 33150 The truss drawing(s) referenced above have been prepared under my 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. WAY 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown. Delivery Job Number: 21E13 Page: 2 Date: 05/20/21 15 :16:17 Account No: 000000539 Designer: / Salesperson: PAUL ABRAMOBICH Quote Number: P.O. Number: .... ...... 21 .. Engineers Name Date Job Truss Truss Type Qty Ply LEMON CITY CONSTRUCTION A0072376 21E13 CJ8 Diagonal Hip Girder 3 1 Job Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL. 8.420 s Apr 29 2021 MiTek Industries, Inc. Thu May 20 15:19:04 2021 Page 1 I D:ZozRzu I CerPw27N ru IZj6izHcra-N afZzg 18uKd H NCADsaobgxbUj U uPK15D B8O6C RzEabL 8-5-1 , Scale = 1:18.3 2x4 11 3 4 • • • • • • • • 2x4 11 •••••• 2-9-9 3-3-4 8-5-1 2-9-9 a5-1 D 5-1-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) -0.02 6-7 >999 360 MT20 244/190 TCDL 15.0 Lumber DO 1.33 BC 0.68 Vert(CT) -0.11 6-7 >549 240 BCLL 0.0 Rep Stress Incr NO WB 0.28 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P Weight: 37 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 6=452/Mechanical, 7=507/0-11-5 (min. 0-1-8) Max Horz 7=223(LC 8) Max Uplift6=-371(LC 8), 7=-477(LC 6) Max Grav6=452(LC 1), 7=564(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-693/584, 3-6=-345/342 BOT CHORD 1-8=-542/707, 7-8=-542/707, 7-9=-542/561, 6-9=-542/561 WEBS 2-7=-447/490, 2-6=-573/554 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 6 and 477 lb uplift at joint 7. 6) This truss 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. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Trapezoidal Loads (plf) Vert: 1=0(F=45, B=45)-to-3=-183(F=-47, B=-47), 3=-123(F=-47, B=-47)-to-4=-130(F=-50, B=-50), 1=0(F=10, B=10)-to-5=-42(F=-11, B=-11) Job Truss Truss Type Qty Ply LEMON CITY CONSTRUCTION A0072377 21E13 HG1 HIP GIRDER 1 1 Job Reference (option 1 FORT DALLAS TRUSS CO. LLC., MIAMI, FL. 8.420 s Apr 29 2021 MiTek Industries, Inc. Thu May 20 15:19,10 2021 Page 1 1 D:ZozRzulCerPw27NrulZj6izHcra-CkOgDk6vTANQ57dNCrv?wCrc5v21 kRU5a4rQP4zEabF 2-4-0 6-0-0 8-7-0 12-3-0 14-7-0 2-4-0 3-8-0 2-7-0 3-8-0 2-4-0 Scale = 1:23.6 4x7 = 4x5 = 3 12 4 o. 5.00 F12 •••• • • •••• •••••• 3x4 • • • 3x4 t 000 • 2 o,2 W I N .3 4N 3 W I N .3 •iM 5•••• ••••�• d •••• • • • N 0.3 • N • • • 1 line 9 • 61 No.2 ^••••• • • •• B N • .2 :••• •• 3x4= 13 14 10 15 9 8 16 •••••• • • 17 3x4=• • 11 3x6= 3x8= • • • 4x7= • • • 7 �•• •• • •••• 3x6 11 • • • 3x6•I • • • • 2-0-0 4 q 6-0-0 8-7-0 12-3-0 12-7 p 14 7-0 2-0-0 3-8-0 2-7-0 941 3-8-0 4- 2-0-0 Plate Offsets (X,Y)-- [3:0-5-4,0-2-0][7:0-4-4,0-1-8],[9:0-1-12,0-1-8],[11:0-4-4,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.35 Vert(LL) -0.02 9-10 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.21 Vert(CT) -0.03 9-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.35 Horz(CT) 0.00 7 n/a n/a BCDL %0 Code FBC2017/TP12014 Matrix-S Weight: 80 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3 10-0-0 oc bracing: 9-10. REACTIONS. (lb/size) 11=1123/0-8-0 (min. 0-1-8), 7=1123/0-8-0 (min. 0-1-8) Max Horz 11=-90(LC 9) Max Uplift11=-654(LC 4), 7=-654(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-148/499, 2-3=-1026/595, 3-12=-883/598, 4-12=-883/598, 4-5=-1024/593, 5-6=-145/499 BOT CHORD 1-13=-444/143, 11-13=-444/143, 11-14=-444/131, 10-14=-444/131, 10-15=-484/884, 9-15=-484/884, 8-9=-444/141, 8-16=-444/141, 7-16=-444/141, 7-17=-444/141, 6-17=-444/141 WEBS 2-11=-958/633, 2-10=-544/971, 3-10=-47/288, 4-9=-68/305, 5-9=-540/969, 5-7=-957/629 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasl36mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) gable end zone; cantilever left and 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) 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 654 lb uplift at joint 11 and 654 lb uplift at joint 7. 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) Girder carries hip end with 6-0-0 right side setback, 6-0-0 left side setback, and 4-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 374 lb down and 186 lb up at 8-7-0, and 374 lb down and 186 lb up at 6-0-0 on bottom chord. The design/selection of such connection devices) 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 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-90, 3-4=-120(F=-30), 4-6=-90, 1-10=-20, 9-10=-27(F=-7), 6-9=-20 Concentrated Loads (lb) Vert: 10=-275(F) 9=-275(F) Job rusS Truss Type Qty Ply LEMON CITY CONSTRUCTION A0072378 21E13 HH1 Half Hip 1 1 Job Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL. 8.420 s Apr 29 2021 MiTek Industries, Inc. Thu May 20 15:19:12 2021 Page 1 I D:ZozRzu ICerPw27N ru IZj6izHcra-878aeP79?nd8LQnl KGxT?dxu?jf8C Lf01 OKXUzzEabD 2-4-0 8-0-0 13-3-0 2-4-6 5-8-0 5-3-0 4x7 = 2x4 11 Scale: 1 /2"=1' 2x411 • • • • ••`a6= •••••• 2-0-0 24Q 8-0-0 13- ••• •••• �� 2-0-0 -4 5-8-0 -3-0 • ••••�• Plate Offsets X Y -- 3:0-5-4 0-2-4 5:0-3-0 0-2-12 • • • • • • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in •• (loc) I/deft Ud • • •• • • PLATES • • • GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.02 • • 6-7 >999 360 • • • MT26 • • • 244/19b• • • TCDL 15.0 Lumber DOL 1.33 BC 0.56 Vert(CT) -0.11 6-7 >999 240 • • • •• • • • 000 • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(CT) -0.01 5 n/a n/a • • • • • • •: • • • • • • • BCDL 10.0 Code FBC2017/TP12014 Matrix-S • • • • • Weight: 6; lb FT = 0%0 • LUMBER- BRACING- • • • • • • • • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly appl600r t-0 oc pwrlins, except BOT CHORD 2x4 SP No.2 end verticals. • • • 000000 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or6-0-0 oolaraQir6 • • • REACTIONS. (lb/size) 5=565/0-8-0 (min. 0-1-8), 7=877/0-8-0 (min. 0-1-8) Max Horz 7=286(LC 10) Max Uplift5=-327(LC 7), 7=-428(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-312/501, 2-8=-631/282, 8-9=-607/283, 3-9=-526/302 BOT CHORD 1-10=-432/285, 7-10=-432/285, 7-11=-432/141, 6-11=-432/141, 6-12=-374/486, 5-12=-374/486 WEBS 2-7=-774l168, 2-6=-337/599, 3-5=-546/420 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-9-1, Exterior(2) 3-9-1 to 13-1-4 zone; cantilever left 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 327 lb uplift at joint 5 and 428 lb uplift at joint 7. 6) 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 Job Truss Truss Type Qty Ply LEMON CITY CONSTRUCTION A0072379 21E13 HH2 Half Hip 1 1 Job Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL. 8.420 s Apr 29 2021 MiTek Industries, Inc. Thu May 20 15:19:14 2021 Page 1 1 D:ZozRzu I CerPw27N ru IZj6izHcra-5 WGL359PXPtsakx8Rhzx420 FY WJig EghVipeZrzEabB 13-3-0 4x7 = 3x4 11 2x4 II • �• • • •••• • Scale = 1:23.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud • • PLATES • GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.02 5-6 >999 360 ' • MT2t " 244/19b•;' • • TCDL 15.0 Lumber DOL 1.33 BC 0.61 Vert(CT) -0.11 5-6 >999 240 • • • • • • • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(CT) -0.01 5 n/a n/a • •• • •••• •••••• BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 67 lb FT = 0% • LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=565/0-8-0 (min. 0-1-8), 7=877/0-8-0 (min. 0-1-8) Max Horz 7=272(LC 10) Max Uplift5=-330(LC 7), 7=-437(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-333/521, 2-8=-648/306, 8-9=-625/307, 3-9=-553/325 BOT CHORD 1-10=-453/312, 7-10=-453/312, 7-11=-453/100, 6-11=-453/100, 6-12=-389/510, 5-12=-389/510 WEBS 2-7=-779/772, 2-6=-393/624, 3-5=-542/413 • • •• • •••••• Structural wood sheathing di6pctly app&d*c6 0-0 oc pyrlins, except end verticals. • • • 000000 Rigid ceiling directly appli9d or 6-0-0 og 6riQir3s, • • NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; 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) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 3-4-1, Exterior(2) 3-4-1 to 13-1-4 zone; cantilever left 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 330 lb uplift at joint 5 and 437 lb uplift at joint 7. 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 oTruss Truss Type QtY Ply LEMON CITY CONSTRUCTION A0072380 21E13 HHG1 HALF HIP GIRDER 1 1 Job Reference (optional) FORT'DALLAS TRUSS CO. LLC., MIAMI, FL. 2-4-0 8.420 s Apr 29 2021 MiTek Industries, Inc. Thu May 20 15:19:16 2021 Page 1 ID:ZozRzulCerPw27NrulZj6izHcra-1 u05UnAg3O7ag24WZ5?P9T5cgKl N89U_y011dkzEab9 Scale = 1:22.0 4x5 = 3x4 = 2x4 11 3 4 5 3x6 11 • • • • ^v • • •••• •••••• 2-0-0 2-4 Q 6-0-0 13-3-0 • • • • 2-0-0 3-8-0 7-3-0 --' "� � r—� ��• • • Plate Offsets (X,Y)-- [6:0-3-0,0-4-0], [7:0-2-12,0-1-8], [8:0-4-0,0-1-8] • • • • • • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud• • • • • PLAWES • • GRIP • TCLL 30.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) 0.03 6-7 >999 360 ' •' • MT2b • • 244/lW: • • • TCDL 15.0 Lumber DOL 1.33 BC 0.47 Vert(CT) -0.09 6-7 >999 240• • • • • • • • • • • • • • • BCLL 0.0 Rep Stress Incr NO WB 0.38 HorzCT -0.01 6 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-S .••••• Weight: 76 lb FT = 0% • • • LUMBER- BRACING- • • • • • • • • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheatjiing directly app:ecrgt5'5-11 ocpurlins, • BOT CHORD 2x6 SP No.2 except end verticals. • • • • • • • • • WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly ap�lled o?6-0-0 ott)"$g. • REACTIONS. (lb/size) 6=83610-8-0 (min. 0-1-8), 8=1140/0-8-0 (min. 0-1-8) Max Horz 8=209(LC 8) Max Uplift6=-531(LC 5), 8=-654(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-113/525, 2-3=-1090/588, 3-4=-945/593 BOT CHORD 1-9=-468/110, 8-9=-468/110, 8-10=-468/28, 7-10=-468/28, 7-11=-606/852, 6-11=-606/852 WEBS 2-8=-1010/620, 2-7=-523/1053, 3-7=-24/274, 4-7=-46/291, 4-6=-984/714 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.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) 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 531 lb uplift at joint 6 and 654 lb uplift at joint 8. 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. 7) Girder carries hip end with 0-0-0 right side setback, 6-0-0 left side setback, and 4-0-0 end setback. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 374 lb down and 186 lb up at 6-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.33, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-90, 3-5=-120(F=-30), 1-7=-20, 6-7=-27(F=-7) Concentrated Loads (lb) Vert: 7=-275(F) oTruss I russ I ype QtY Ply LEMON CITY CONSTRUCTION A0072381 21 E13 J2 Comer Jack 6 1 Job Reference o tional FORT DALLAS TRUSS CO. LLC., MIAMI, FL. 2x4 = 2-0-0 8.420 s Apr 29 2021 MiTek Industries, Inc. Thu May 2015:19:18 2021 Page 1 1 D:ZozRzu I CerPw27N ru IZj6 iz Hcra-zHVrvTCwbdO13 L Evg W2tEu B017nCc7 BG P Kn ridzEab7 Scale = 1:8.6 2x4 11 • • • • •••• •••••• 2-0-0 • • • • 2-0-0 •••••• •• • •••••• Plate Offsets X Y -- [2:Edge,0-3-81 000000 • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud • • • • • PLATES •.GRIP • • TCLL 30.0 Plate Grip DOL 1.00 TC 0.14 Vert(LL) -0.00 1 n/r 120 ' • • MT25 • • 244/19CP • • TCDL 15.0 Lumber DOL 1.33 BC 0.19 Vert(CT) -0.00 1 n/r 90 • • • • • • • • • • 00000 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 • n/a n/a • • BCDL 10.0 Code FBC2017/TPI2014 Matrix-P • • • Weight: lb FT = 0 %• • LUMBER- BRACING- 0 • 0 • • • 009090 TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing dirlctly app&d of Z-U-O oc pyrlins. • BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or46-0-0 oc bracing. • • • • • • WEBS 2x4 SP No.3 • • • • • • • 00000 • REACTIONS. (lb/size) 2=-O/Mechanical, 3=197/Mechanical Max Horz 2=563(LC 18), 3=-563(LC 18) Max Uplift3=-146(LC 6) Max Grav3=290(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-504/622 BOT CHORD 1-4=-563/509, 3-4=-563/509 WEBS 2-3=-272/305 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; 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) 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 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 146 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 Job Truss Truss Type Qty Ply LEMON CITY CONSTRUCTION A0072382 21 E13 J4 Comer Jack 6 1 Job Reference (optional) FORT DALLAS TRUSS CO. L-C., MIAMI, FL. 8.420 s Apr 29 2021 MiTek Industdes, Inc. Thu May 20 15:19:20 2021 Page 1 I D:ZozRzu ICerPw27N ru IZj6izHcra-vfdcK8DA7Ee? IfOlox4LKJGFjxMZ40RZteGymVzEab5 4-0-0 2-0-0 2 4 0 4-0-0 2-0-0 0 4 0 1-8-0 ••••• 0 O CV r Scale = 1:12.8 •••• •••••• • • •o• • •o• •o• •• • e • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLAT€S GRIP • • • • • TCLL 30.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) -0.01 4-5 >999 • • 360e • • • MT21 • • 244/14b TCDL 15.0 Lumber DOL 1.33 BC 0.58 Vert(CT) 0.01 4-5 >999 240 • • • • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(CT) -0.09 3 n/a n/a • • . • • • • s • • 00000 BCDL 10.0 Code FBC2017/TP12014 Matrix-P 0004 s • Weigh4:,, lb FT: QZ• • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 3=-29/Mechanical, 4=-69/Mechanical, 5=532/0-8-0 (min. 0-1-8) Max Horz 5=142(LC 10) Max Uplift3=-157(LC 19), 4=-178(LC 19), 5=-308(LC 6) Max Grav3=2(LC 6), 4=174(LC 21), 5=732(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-365/527 Gooses • G_ Structural wood sheat;ing directly appMad or 4-0-0 oc pYdi*% • Rigid ceiling directly applied pr 10-0-0 Qc 17 gr1g. 0 0 o • • • • • • NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf; BCDL=5.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 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 157 lb uplift at joint 3, 178 lb uplift at joint 4 and 308 lb uplift at joint 5. 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 oTruss Truss Type Qty Ply LEMON CITY CONSTRUCTION A0072383 21E13 J6 Jack -Open 7 1 Job Reference (optional) FORTVALLAS TRUSS CO. LLC., MIAMI, FL. 8.420 s Apr 29 2021 MiTek Industries, Inc. Thu May 20 15:19:22 2021 Page 1 I D:ZozRzul CerPw27N ru IZj6 izHcra-s2l M kq FRfsujYzYgvM6pPkLbYl3 BYvdsKyl3rOzEab3 6-0-0 2x4 11 • • •• • 3-8-0 ••• Scale = 1:17.4 •••• •••••• • • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP • • • • • • TCLL 30.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) -0.02 4-5 >999 360• • • • • • MT2Z• • • • 244/14b • TCDL 15.0 Lumber DOL 1.33 BC 0.57 Vert(CT) 0.05 4-5 >881 240 0000 • • • 00000 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(CT) -0.13 3 n/a n/a• • • • • • • 0000 00000 BCDL 10.0 Code FBC2017/TPI2014 Matrix-P • Weil �t.�2� Ib FT� 00000 • • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=110/Mechanical, 4=6/Mechanical, 5=538/0-8-0 (min. 0-1-8) Max Horz 5=213(LC 10) Max Uplift3=-143(LC 10), 4=-49(LC 19), 5=-273(LC 6) Max Grav3=110(LC 1), 4=218(LC 21), 5=574(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-318/129 BOT CHORD 1-6=-113/313, 5-6=-113/313 WEBS 2-5=-401/584 BRACING- • • • • • • • • TOP CHORD Structural wood sheathing directly app{i9d or 6-0-0 oc pyWigr& • BOT CHORD Rigid ceiling directly Vplied or 10-0-0 Qc "W" g. • • NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. Il; 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 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 143 lb uplift at joint 3, 49 lb uplift at joint 4 and 273 Ito uplift at joint 5. 6) This truss 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. LOAD CASE(S) Standard oI russ I russ I ype Qty Ply LEMON CITY CONSTRUCTION A0072384 21E13 M1 Monopitch 15 1 Job Reference (optional) FORTOALLAS TRUSS CO. LLC., MIAMI, FL. 8.420 s Apr 29 2021 MiTek Industries, Inc. Thu May 20 15:19:25 2021 Page 1 ID:ZozRzulCerPw27NrulZj6izHcra-GdQVNsHJxnGIPQGFbUgW1 Nz2Jy5jl8g10vJRjzEabO 2-4-0 6-5-1 10-6-3 14 7 4 18-8-5 22-9 7 27-2-0 2-4-0 41-1 4-1-1 4-1-1 4-1-1 4-1-1 4-4-9 4x5 = 3x6 = 3x6 = 4 5 3x4 = 3x10 = 3 1 W2 2 21 1 1 1 1 1 26 H 24 18 25 3x6 = d 23 17 16 20 19 3x10 = 2x4 11 7x6 = 4x7 = 2-0-0 2,4,0 6-5-1 10-6-3 14- Scale = 1:47.3 1.14 12 4x5 = W4 I 2x4 11 3x4 = 9 22 10 3x6 = 3x6 = 7 W3 1 8 0.3 6 1 Willi c 1 29 I. 28 3x6 = 4x7 = 1 14 27 9 13 12 11 c4 5x8 M18SHS= 3x6 = 15 1.14 12 3x6 = • • •••• •••••• •• • •• 7 ••27.2.4 LOADING (psi) SPACING- 1-4-0 CSI. Dill in (loc) I/deft Ud • • • • • PLATE§ ' . GRiF ' TCLL 30.0 Plate Grip DOL 1.00 TC 0.86 Vert(LL) 0.80 15 >372 360 • • + MT20 • • 244/196• • • TCDL 15.0 Lumber DOL 1.00 BC 0.52 Vert(CT) -1.02 15 >290 240• • • • • M18SHSo • • 244/'19D... ' ' BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.06 11 1 n/a • • • • • BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weighi:•1119 lb FTttf/? LUMBER- BRACING- o i i • • • • . • • i • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood shealping directly appljedbj J1*-11 ocpurlins, BOT CHORD 2x6 SP M 26 *Except* • except end verticals. • • • • • • • • • B1: 2x6 SP No.2 BOT CHORD Rigid ceiling directly all ol'S 4-13 Q�l�r�Qng. • • WEBS 2x4 SP Ill *Except* WEBS 1 Row at midpt 9-11 • W3: 2x4 SP No.2 REACTIONS. (lb/size) 11=898/0-8-0 (min. 0-1-8), 19=1073/0-8-0 (min. 0-1-8) Max Horz 19=128(LC 6) Max Upliftl 1 =-541 (LC 10), 19=-682(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-191/323, 2-21=-2864/1692, 3-21=-2850/1695, 3-4=-4751/2820, 4-5=-5387/3199, 5-6=-5377/3201, 6-7=-4848/2879, 7-8=-3046/1801, 8-9=-3031/1802, 9-22=-250/137 BOT CHORD 19-24=-327/190, 18-24=-323/194, 17-18=-322/196, 17-25=-1815/2848, 16-25=-1813/2851, 16-26=-2920/4738, 15-26=-2918/4740, 14-15=-3279/5377, 14-27=-3279/5377, 13-27=-3278/5380, 13-28=-2935/4839, 12-28=-2933/4842, 12-29=-1843/3045, 11-29=-1840/3050 WEBS 1-19=-299/223, 2-19=-888/577, 2-17=-1579/2678, 3-17=-671/460, 3-16=-1123/1899, 4-16=-393/291, 4-15=-370/661, 6-13=-611/345, 7-12=-1811/1104, 9-12=-170/389, 9-11=-2810/1692 NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., GCpi=0.18; Ill (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 24-0-4, Exterior(2) 24-0-4 to 27-0-4 zone; cantilever left exposed; end vertical left exposed;C-C for members and forces & Ill for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) All plates are MT20 plates unless otherwise indicated. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 541 lb uplift at joint 11 and 682 lb uplift at joint 19. 6) Beveled plate or shim required to provide full bearing surface with truss chord at joints) 11, 19. 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 oTruss I russ I ype Qty Ply LEMON CITY CONSTRUCTION A0072385 21 E 13 M2 Monopitch 6 1 Job Reference (optional) FORTDALLAS TRUSS CO. L-C., MIAMI, FL. 8.420 s Apr 29 2021 MiTek Industries, Inc. Thu May 20 15:19:28 2021 Page 1 1 D:ZozRzu I CerPw27 N ru IZj6izHcra-gC6d?tKC EietGu?gGdD De?bat949yTpljtC N 11 zEaaz 4-1-11 8-1-9 12-1-8 16-1-7 20-1-5 24-3-0 4-1-11 3 11-15 3-11-15 3-11-15 3-11-15 4-1-11 1.14 12 3x6 = 7 18 4x5 = 3x6 = 3x6 = 6 3x6 = 4 5 3x6 = 3 W1 3x8 = 17 2 W1 1 23 W1 22 3x6 = W1 1 21 3x6 = 13 12 11 10 20 3x6 = 5x8 M18SHS= 3x6 = 19 3x8 = 1.14 12 16 15 14 3x4 11 4 1-11 8-1-9 12-1-8 16-1-7 20-1-5 • • + • •2410b.0 4-1-11 3-11-15 3-11-15 3 11-15 3-11-15 0 • 0 0 0 001-116 LOADING (psf) SPACING- 1-4-0 CSI. TCLL 30.0 Plate Grip DOL 1.00 TC 0.77 TCDL 15.0 Lumber DOL 1.00 BC 0.67 BCLL 0.0 Rep Stress Incr YES WB 0.80 BCDL 10.0 Code FBC2017/TP12014 Matrix-S Scale = 1:41.4 2x4 11 8 9 DEFL. in (loc) I/defl Ud• • • • • • PL�S • • GRIP • Vert(LL) 0.75 12 >381 360 + • • • MT20 • • 244/W@9 • • Vert(CT) -0.96 12 >298 240• • + • • + M18SH696• • 244/ll p; • • - Horz(CT) 0.10 9 n/a n/a • • • • • • • Weiatt*1'14 lb FTS-"l; • LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP M 31 WEBS 2x4 SP No.3 *Except* BOT CHORD W2: 2x4 SP No.2 REACTIONS. (lb/size) 16=878/Mechanical, 9=878/0-8-0 (min. 0-1-8) Max Horz 16=129(LC 6) Max Uplift16=-506(LC 6), 9=-530(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-836/518, 1-17=-2804/1654, 2-17=-2787/1655, 2-3=-4460/2644, 3-4=-5001/2968, 4-5=-4457/2643, 5-6=-4448/2644, 6-7=-2802/1656 BOT CHORD 15-20=-1774/2792, 14-20=-1772/2794, 13-14=-2741/4448, 12-13=-2738/4450, 12-21=-3044/4992, 11-21=-3041 /4994, 11-22=-2698/4448, 10-22=-2696/4451, 10-23=-1691/2794,9-23=-1688/2798 WEBS 1-15=-1584/2691, 2-15=-667/456, 2-14=-976/1671, 3-14=-378/277, 3-12=-305/622, 4-11=-629/349, 6-10=-1671/1019, 7-10=-216/459, 7-9=-2693/1626 • 0 • •• • •••••• Structural wood sheVing directly appliedo ore+0-11 ociurlins, • except end verticals. • • 16• • • • • • Rigid ceiling directly applied oP4-5-1 oe bracing. • • ••••• NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; 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 3-1-12, Interior(1) 3-1-12 to 21-1-4, Exterior(2) 21-1-4 to 24-1-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) All plates are MT20 plates unless otherwise indicated. 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 506 lb uplift at joint 16 and 530 lb uplift at joint 9. 7) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 9. 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 OTruss Truss Type Qty Ply LEMON CITY CONSTRUCTION A0072386 21E13 T1 Common 2 1 Job Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL. 8.420 s Apr 29 2021 MiTek Industries, Inc. Thu May 20 15: 1 D:ZozRzulCerPw27N rulZj6izHcra-dbEOQZLSmJubVB9DN2FhjQg?Ezg7QW 2-4-0 _ _ 7-3-8 12-3-0 , 14-7-0 Scale = 1:23.6 4x5 = a 2x4 11 2x4 11 •••••• • • •••• •••••• 2-0-0 2-" 7-3-8 12-3-0 • • • 12-7-0 • 14-7-0 • _ , 2-0-0 0-4-0 4-11-8 4-11-8 000000 0-4s(A • 2-040 • • • • • LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud • • • • • PLATES GRIP: • • • • TCLL 30.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.01 8-9 >999 360. • • • •. MTV • • • 244/1180 • TCDL 15.0 Lumber DOL 1.33 BC 0.44 Vert(CT) -0.07 8-9 >999 240 **so • • • • • • • • BCLL 0.0 Rep Stress Incr YES WB 0.24 HorzCT -0.00 6 n/a n/ • • BCDL 10.0 Code FBC20171TPI2014 Matrix-S • • Weiahts66 lb FT = 0 o LUMBER- BRACING- • • • • • • s • • TOP CHORD 2x4 SP No-2 TOP CHORD Structural wood shealling directly apW%d or,6-0-0 oc W41ipj.: • BOT CHORD 2x4 SP No-2 BOT CHORD Rigid ceiling directly a,pplied or 6-0-0 oe bracing. • op •• • • WEBS 2x4 SP No.3 • • • • • • • • • REACTIONS. (lb/size) 6=802/0-8-0 (min. 0-1-8), 9=802/0-8-0 (min. 0-1-8) • • • • • Max Horz 9=113(LC 14) • Max Uplift6=-420(LC 11), 9=-420(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-348/530, 2-10=-510/225, 10-11=-443/230, 3-11=418/242, 3-12=-418/242, 12-13=-443/231, 4-13=-510/225, 4-5=-348/530 BOT CHORD 1-14=-462/331, 9-14=-462/331, 9-15=-462/331, 8-15=-462/331, 7-8=-462/331, 6-7=-462/331, 6-16=-462/331, 5-16=-462/331 WEBS 4-8=-345/574, 4-6=-709/677, 2-8=-345/574, 2-9=-709/677 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-3-8, Exterior(2) 4-3-8 to 10-3-8, Interior(1) 10-3-8 to 11-7-0, Exterior(2) 11-7-0 to 14-7-0 zone; cantilever left and right 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 420 lb uplift at joint 6 and 420 lb uplift at joint 9. 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 oI russ russ ype y y LEMON CITY CONSTRUCTION A0072387 21E13 T2 Common 1 1 Job Reference (optional) FORT, DALLAS TRUSS CO. LLC., MIAMI, FL. 8.420 s Apr 29 2021 MiTek Industries, Inc. Thu May 20 15:19:32 2021 Page 1 I D:ZozRzul CerPw27N ru IZj6lzHcra-ZzM SrFN ilw8J kVJ bVTl9prmlxn UJ u P2KeVAbApzEaav 7-3-8 12-7-0 7-3-8 5-3-8 4x5 = �ll Scale = 1:22.4 2x4 II 0•000&4 1i • • •••• •••••• 2-0-0 z-4-Q 7-3-8 12- - • • ••• • 2-M 4-11-8 5'"000 i•• a •.•:• Plate Offsets X Y -- 4:0-2-4 0-1-12 5:0-2-0 0-0-4 0-- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud • • • • • PLASEJ • 0 a 0 0 a GRIP • • TCLL 30.0 Plate Grip DOL 1.00 TC 0.58 Vert(LL) -0.02 5-6 >999 360 •. • • MT2jD • • 244/19Q•• • • TCDL 15.0 Lumber DOL 1.33 BC 0.52 Vert(CT) -0.09 5-6 >999 2400• • BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(CT) -0.00 5 n/a n/a i •: 0 • • • • • • • •• BCDL 10.0 Code FBC2017lfPI2014 Matrix-S • • • Wei":" lb FT *t1yde 0 • LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=526/0-8-0 (min. 0-1-8), 7=842/0-8-0 (min. 0-1-8) Max Horz7=157(LC 10) Max Uplift5=-262(LC 11), 7=-429(LC 10) • • • TBOP CHORD Structural wood sheathing directly appriednor 9-0-0 oc pulins except end verticals. • • • • • • • ••• ••• BOT CHORD Rigid ceiling directly applied ol•6-0-0 0• bracing. • • •••••• • FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-364/533, 2-8=-587/349, 8-9=-519/354, 3-9=-496/366, 3-4=-585/352, 4-5=-476/380 BOT CHORD 1-10=-465/349, 7-10=-465/349, 7-11=-465/272, 6-11=-465/272 WEBS 2-6=487/609, 2-7=-750/770, 4-6=-127/305 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=S.Opsf, h=15ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-3-8, Exterior(2) 4-3-8 to 12-5-4 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint 5 and 429 lb uplift at joint 7. 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 Job Iruss Truss Type Qty Ply LEMON CITY CONSTRUCTION A0072388 21E13 �T3 Common 2 1 Job Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL. 8.420 s Apr 29 2021 MiTek Industries, Inc. Thu May 2015:19:34 2021 Page 1 I D:ZozRzu I CerPw27N ru IZj6izHcra-VMTvGxOygYPO_pS_ctKduGrcOa89 MJTd5pfh FhzEaat 45 = Scale = 1:22.7 2x4 II 10x10� 2-0-0 2-4-Q 7-3-8 13-3-0 2-0-0 4-11-8 5-11-8 Plate Offsets (X,Y)-- [5:Edge,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATE& • • GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.73 Vert(LL) -0.03 5-6 >999 360 • , MT2Q.... '244/19Q..... TCDL 15.0 Lumber DOL 1.33 BC 0.63 Vert(CT) -0.13 5-6 >975 240 • • • BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(CT) -0.00 5 n/a n/a ' •" • BCDL 10.0 Code FBC2017/TP12014 Matrix-S • • • • • Weigh!! 63 The FT zo61A9 • LUMBER- BRACING- • • • • • • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing ctirertly applt8 pr C J-10 oc 1%rlins, • BOT CHORD 2x4 SP No.2 except end verticals. 0000 • • • 00000 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly a""%r6-0-0 oc br6q4rW. • • • .. ; .. • REACTIONS. (lb/size) 5=565/0-8-0 (min. 0-1-8), 7=877/0-8-0 (min. 0-1-8) 00 s • •"' ' • •"• • Max Horz 7=144(LC 10) • • • • • • • • Max Uplift5=-286(LC 11), 7=-443(LC 10) : ; .. . ....;. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. : • • " ;....; TOP CHORD 1-2=-365/538, 2-8=-656/392, 8-9=-588/398, 3-9=-567/409, 3-4=-669/386, 4-5=-508/408 • • • • • • • BOT CHORD 1-10=-469/351, 7-10=-469/351, 7-11=-469/303, 6-11=-469/303, 6-12=-277/305, :0006• 5-12=-277/305 WEBS 2-6=-535/640, 2-7=-787/783, 4-6=-87/275 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; End., GCpi=0.18; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-3-8, Exterior(2) 4-3-8 to 13-1-4 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 286 lb uplift at joint 5 and 443 lb uplift at joint 7. 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 Job Truss Truss Type Qty Ply LEMON CITY CONSTRUCTION A0072389 21 E13 V2 Valley 1 1 Job Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL. 8.420 s Apr 29 2021 MiTek Industries, Inc. Thu May 20 15:19:36 2021 Page 1 I D:ZozRzul CerPw27N ru IZj6 iz Hcra-RkbfgcQDM9fkD6cMkl M5zhw7 LOyigH LwY78oJazEaar 2-0-0 2-0-0 4x7 = FnnF1 9 2 2x4 Scale = 1:6.9 Plate Offsets (X,Y)-- [2:Edge,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATSS • • GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.04 Vert(LL) n/a n/a 999. . MT26.... 244/190• TCDL 15.0 Lumber DOL 1.33 BC 0.11 Vert(CT) n/a n/a 999 • e • ..... • BCLL 0.0 BCDL 10.0 Rep Stress Incr YES Code FBC2017/TP12014 WB 0.00 Matrix-P as Horz(CT) 0.00 n/a n/a 000400 • • ••• • Weighk 6 Ib : FT 096• : s • LUMBER- BRACING- •••••• • i • • • • i TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheatbiAe&FeCdy app�2ipr 2-9-0 oc p;rlins, except BOT CHORD 2x4 SP No.2 end verticals. 0000 • • • • • • • • WEBS 2x4 SP No.3 BOT CHORD • Rigid ceiling directly appli&I gr.10-0-0 oc 4rac1r1g. : • • • • REACTIONS. (lb/size) 1=62/2-0-0 (min. 0-1-8), 3=62/2-0-0 (min. 0-1-8) 00000 "' • • • • • • • • Max Horz 1=40(LC 10) : • • : • : • • Max Uplift1=-28(LC 10), 3=-45(LC 10) • • • • 0 Max Grav 1=228(LC 18), 3=228(LC 19) • 000000 : • • • • • • • • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. • • • • • • • •••••• NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. II; Exp C; End., 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 1 and 45 lb uplift at joint 3. 6) 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 fuss Truss Type ty y LEMON CITY CONSTRUCTION A0072390 21 E13 V4 Valley 1 1 Job Reference (optional) rUKI UALLAO I KUOLA I.U. LLI.., ivAIVII, rL. 4-0-0 8.420 s Apr 29 2021 MiTek Industries, Inc. Thu May 20 15:19:38 2021 Page 1 1 D:ZozRzu I CerPw27N ru IZj6izHcra-O7jP51 RTtmvSSQmlrj PZ260OsBZoI BrDORdvOSzEaap 2 4 3 2x4 � 2x4 11 Scale = 1:11.0 LOADING (psf) TCLL 30.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.33 Rep Stress Incr YES Code FBC2017/TP12014 CSI. TC 0.36 BC 0.39 WB 0.00 Matrix-P DEFL. in (loc) I/defl Ud Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 • Horz(CT) 0.00 n/a n/a • • • • • • PLATES GRIP MT20 • • • • 244/190 •••• •••••• • Weight` 13 n FT = 0%0 • • LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathin Directly applied or 4-0-0 oc pork" except BOT CHORD 2x4 SP No.2 end verticals. . . . • • WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 Ix bracing. 00000 REACTIONS. (lb/size) 1=172/4-0-0 (min. 0-1-8), 3=172/4-0-0 (min. 0-1-8) • • • Max Horz 1=110(LC 10) • • • • 0000 • • • • • • • Max Uplift1=-78(LC 10), 3=-124(LC 10) • • • • • • • • Max Grav 1=278(LC 18), 3=278(LC 19) ; • : .. • • • • ; • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. + 000 • ' • ; ; • . • • NOTES- :••�•• 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; HVHZ; TCDL=S.Opsf, BCDL=S.Opsf; h=15ft; Cat. 11; Exp C; End., 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) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 lb uplift at joint 1 and 124 lb uplift at joint 3. 6) 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 Job Truss Truss Type ty Ply LEMON CITY CONSTRUCTION A0072391 21 E13 WA Valley 1 1 Job Reference (optional) YUKI UALLAJ IKUJJ W. LLU., MIAMI, YL. 2x4 5.00 FIT 2 T1 4 23.4zu 5 Apr I D:ZozRzulCerPw27N ru IZj6izHcra- 3x4 = 2x4 2 3 Thu May 20 15:19:40 2021 Page 1 17X5oa7GZm5KWf160SLzEaan Scale = 1:7.4 4-0-0 4-0-0 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATrjS • • GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) n/a n/a 999 • • MT20 • • • • • 244/190• TCDL 15.0 Lumber DOL 1.33 BC 0.31 Vert(CT) n/a n/a 999 • • • • • • 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 • • • • • Wei gh.1 a It: FT : p°(r,• LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=140/4-0-0 (min. 0-1-8), 3=140/4-0-0 (min. 0-1-8) Max Horz 1=19(LC 10) Max Uplift1=-69(LC 10), 3=-69(LC 11) Max Grav 1=264(LC 22), 3=264(LC 23) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING- ������ i••••i TOP CHORD Structural wood sheatbiAcf 8l'b ly app*A or 4-Q-0 oc pOrlins. • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • • • • • •• •• •••• •••••• • • •• • NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; 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) zone;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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 1 and 69 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 russ ype _ _ ty Ply LEMON CITY CONSTRUCTION A0072392 21E13 V6 GABLE 1 1 Job Reference (optional) r UKi UALLAO I KUJA UU. LLU., MIAMI, rL. 8.420 s Apr 29 2021 MiTek Industries, Inc. Thu May 20 15:19:42 2021 Page 1 I D:ZozRzu I CerPw27N ru IZj6izHcra-G uywxgV_x? Pux14W4ZTVDyA5R py2EzEpx3b7XEzEaal 2x4 11 3 6 5 7 4 2x4 -�-- 2x4 II 2x4 II Scale = 1:15.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.26 Vert(LL) n/a n/a 999 MT20 • • • • 244/190 T DL 15.0 Lumber D L 1.33 BC 0.31 Vert(CT) n/a - n/a 999 • • • • BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 n/a n/a • � • � • • • � • • • • BCDL 10.0 Code FBC2017lfP12014 Matrix-P • • • WeiiT. 2: ft;: FT = 0%0 • LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD BOT CHORD REACTIONS. (lb/size) 1=146/6-0-0 (min. 0-1-8), 4=43/6-0-0 (min. 0-1-8), 5=375/6-0-0 (min. 0-1-8) Max Horz 1=181(LC 10) Max Uplift1=-31(LC 10), 4=-31(LC 10). 5=-271(LC 10) Max Grav1=266(LC 19), 4=219(LC 21), 5=375(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-306/465 • Structural wood sheathing directly applied or 6-0-0 oc p*w4r*% e:cept end verticals. "" • • • • • Rigid ceiling directly applied er 10-0-0 oc b�raoing. • • • • • •••••• •••• ••••• •• •• •••• •••••• • • • •• • •••••• •••••• NOTES- 1) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; 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) zone;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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 lb uplift at joint 1, 31 lb uplift at joint 4 and 271 lb uplift at joint 5. 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 Job I russ y LEMON CITY CONSTRUCTIONA0072393 7rusysype 21E13 V8 1 1 Job Reference (optional) FORT DALLAS TRUSS CO. LLC., MIAMI, FL. 8.420 s Apr 29 2021 MiTek Industries, Inc. Thu May 20 15,19:44 2021 Page 1 1 D:ZozRzu I CerPw27N ru IZj6 iz Hcra-C H4g M M WETcfcB L DvC_Wzl N FP9cdJiug5ON4 D b6zEaaj 4-0-0 2x4 4x5 = 2 5 4 6 2x4 11 2x4 Scale = 1:14.5 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) n/a n/a 999 MT20 • • • • 244/190 T DL 15.0 Lumber DOL 1.33 BC 0.32 Vert(CT) n/a - n/a 999 000000 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 • 3 n/a n/a • • • • • • • • • . BCDL 10.0 Code FBC2017lfP12014 Matrix-P • • • Weil1f. 21 n FT = 0%• . LUMBER- BRACING- • TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pw%re.. • ; BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly apl Addr.10-0-0 c bjadhq. • • OTHERS 2x4 SP No.3 0000 • • • 00900 REACTIONS. (lb/size) 1=181/8-0-0 (min. 0-1-8), 3=181/8-0-0 (min. 0-1-8), 4=357/8-0-0 (min. 0-1-8) • •: • • i : • • • • • • • • Max Horz 1 =-50(LC 11) •• •• •••• •••••• Max Upliftl=-114(LC 10), 3=-123(LC 11), 4=-125(LC 10) • • • • • • • ' • Max Grav 1=277(LC 23), 3=277(LC 25), 4=374(LC 24) • • • . • • • • • • • • • • • FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. ; • • • • • • WEBS 2-4=-275/299 •' • • • • • i • • • • 0 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=175mph (3-second gust) Vasd=136mph; 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) zone;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) Gable requires continuous bottom chord bearing. 5) This truss has been designed fora 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 114 lb uplift atjoint 1, 123 lb uplift atjoint 3 and 125 lb uplift at joint 4. 7) This truss has been designed for a moving concentrated load of 200.0Ib 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 JANUARY 1, 2009 WEB BRACING RECOMMENDATIONS ! ST-WEBBRACE fvhTek Industries, Chesterfield, MO Page S Of f Mitek Industries, Inc. - - 24"O.C. kY SIZE BRACING MATERIAL TYPE A B C D 10'-0" 1610 1886 1 1886 2829 12'-0" 1342 1572 1 1572 2358 1 _..._ 14'-C" 1150 1347 1347 2021 76-0" 1006 1179 1179 1768 18.-0" 894 1048 1048 1572 20'-0" 805 943 943 1414 `Bay size shall be measured in between the centers of a pair of diagonals or x-bracing. GENERAL NOTES TYPE BRACING MATERIALS 1. DIAGONAL BRACING IS REQUIRED TO TRANSFER THE CUMULATNE LATERAL BRACE FORCE INTO THE ROOF AN'DADR CEILING DIAPHRAGM, THE DIAPHRAGM IS TO BE DESIGNED BY A OUALIFIED PROFESSIONAL. 1 X 4 IND. 45 SYP 2. THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 2%OF THE WEB FORCE. A .OR- 3. DIAGONAL BRACING MATERIAL MUST BE SAME SIZE AND GRADE OR BETTER, AS THE LATERAL BRACE MATERIAL, AND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS 1 X 4 #2 SRB (DF, HF, SPF) AT APPROX. 45 DEGREES AND SHALL BE NAILED AT EACH END AND EACH INTERMEDIATE TRUSS WITH 2-8d (0.131'12 S-) FOR 1X4 BRACES. 2-10d (0.131•z 3') FOR 2.3 and 2.4 BRACES, AND 3-10d 10131-.3") FOR 2x6 BRACES. ._____ i ........... _ _______-...._. __. ..... ............ . .. ._. - ._...- 4. CONNECT LATERAL BRACE TO EACH TRUSS W IH 2-8d io.131"X2.5) NAILS FOR 1x4 LATERAL BRAG S. "dt 2-10d (OA31-Ki) NAILS FOR 24 and 2.4 LATERAL BRACES, AND 3.10d (0.131 "Xi•) FOR 2X6 LATERAL B 2 X 3 #3, STD, CONST (SPF, DF, HF, OR SYP) 5. LATERAL BRACE SHOULD BE CON71NUOUS AND SHOULD OVERLAP A6 LEAST qVE TRUSS SP2 FOR CONTINUITY. • • • 6. FOR ADDITIONAL GUIDANCE REGARDNG DESIGN AND INSTALLATION OF ORACNC, CONSULT + • • • C 2 X 4 #3, STD, CONST (SPF, DF, HF, OR SYP) TEMPORARY BW o RACING OF METAL PLATE CONNECTED WOTRUSSES AND SCSI 1 * • • GUIDE GUIDE TO GOOD PRACTICE FOR HANDLING, INSTALLING & BRACNG O MT aOWTE CONNECTED • WOOD TRUSSES, JOINTLY PRODUCED BY WOW TRUSS COUNCIL OF ANEC F A and TRUSS PLATE INSTITUTE. . _______ _.....______ _ —__— _ _ _..- __..., ...___.___ ..__...... wr.w.vmodtrunz m and wmY.Omt.o g as**** • D 2 X 6 #3 OR BETTER (SPF, DF, HF, OR SYP) T. REFER TO SPECIFIC TRUSS DESIGN DRAWING FOR WEB MEMBER FORCE. • • • • • 6, TABULATED VALUES ARE BASED ON DOL. IA IS • • tVM CS I ALSILILCMJ: FOR A SPACING OF 24' O.C. ONLY, MITEK'STABILIZER' TRUSS BRACING SYSTEMS CAN BE SUBSTITUTED FOR TYPE A B, C AND D 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 41 Horizontal Blocking X-BRACING (REQUIRED FOR 72.O.C.M FOR 24" AND 48' O.C. SINGLE DIAGONAL IS SUFFICIENT. (One leg of X-tracing shown dashed for drawing clarity. TRUSS WEB 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 method that can be used to provide stability against web buckling. •••••• •••• •••••• MAY z o ` • 1 • ••••4• • i• JANUARY 1, 2009 T-BRACE I -BRACE DETAIL Nails Web Section Detail Nails Web t. -Brace Nails Nails SPACING Web Size 2x3 or 2x4 2x6 M MAY 2 0 2021 ST - T-BRACE I Page I of 1 Brace Size for Two -Ply Truss SpecifiecltCenli%ous 1 ladWs of LathlA tracing 40 :2 POO V M`ef-trace 12;4 I -Brace" --4 4;j�6 race §I-Bracp,, _e' _JIB 24 *U%'L-43race ft84-Brace-e-�60 • - #- --- -- - -- %%limit see* ee No Z '00 R T-Brace / I -Brace must be same species and grade (or better) as web member. NOTE: If SYP webs are used in the truss, 1 x4 or I x6 SYP braces must be stress rated boards with design values that are equal to (or better) the truss web design values. For SYP truss lumber grades up to #2 with 1X bracing material, use IND 45 for T-Brace/1-Brace )C ; For SYP truss lumber grades up to #1 with 1bracing material, use IND 55 for T-Brace/I Brade,: COM T-0" CORNET SET PARTIAL ROOF LAYOUT .... TOP CHORD CONNECTION ail design loads: • • CONER JACKS - USP (2) MP3 ACCORDING TO NATIONAL DESIGN SPEC.) • • • •"• • • • • • • 7'-0" JACKS - USP (2) MP3 OR GROUP 11 SPECIES(S.P.) • • • • • • • • 5'-0" JACKS - (2) 8d NAILS • • • • 3'-0" JACKS - (2) 8d NAILS d COMMON NAILS = 78 Ibs (SHEAR) • • a s • • • • 1'-0" JACKS - (2) 8d NAILS Od COMMON NAILS = 94 Ibs (SHEAR) 000000 • • • MIN. P= 1.4 12 MAX. P=6.5 1 / 3 3' 0" BOTTOM CHORD CONNECTION CONER JACKS-SKH26 L/R OR HJC26 MAX T-0" JACKS - USP (2) MP3 T-0" JACKS - (2) 8d NAILS T-0" JACKS - (2) 8d NAILS V-0" JACKS - (2) 8d NAILS COMMON JACK NOTE: THIS DESIGN HAS BEEN CHECKED FOR 175 MPH WINF LOAD. WALL HGT. 30' MAX PROVIDE FOR UPLIFT AT BEARING WALL CONNECTIONS 925 Ibs LUMBER STRESS INCREASE 1.33 USP HANGERS DESIGN LOADS • • • ACCORDING TO MIAMI DADE BUILDING CODE COMPLIANCE OFFIiE/PRObUCT ....• CONTROL DEVISION) •...•• ••• • T3 HURRICANE CLIP-366 Ibs (UPLIFT 100%) W/ (8)8� x 1-102" N.O.A. Mo. 03-0306.1•0•••• LPBF BUTTERFLY HANGER =367 Ibs (UPLIFT 100 DT&RD w/ (165M N.O.A Nd! • • • i 8-0208-.07 • • • • • • • • KH26 UR = 870 Ibs UPLIFT/900 Ibs REACTION (UPLIFT 'I00t DNWQQ) W4(12) 16dpQ.Ay 0.07-0214.20 • • • JC26 = 1975 Ibs UPLIFT/2020 Ibs REACTION (UPLIf.� 10Q4%.DNWR; W/•(Z8) 16d N,�yt� 7-0214.20 • • • • • • • MAXIMUN ALLOWABLE LOADS: JACK SIZE T.C. NOTE2 CORNER JACK T-0" 5'-0" T-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 T-0" 5'-0" 3'-0" 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 VLHI t J I toJ IIVIJK=HJ=: MINIMUM GRADE OF LUMBER LOADING (PDF) LL T-0" 2x4 No.2 SP TOP 30.0 FLORIDA BUILDING T-0" 2x4 No.2 SP BOTTOM 10.0 CODE 2014 WEB 2x4 No. 3 SP SPACING 24" O.C. MAY TRUSS CONNECTORS AUGUST 3, 2015 TRUSSED VALLEY CONNECTION DETAIL T-VALLEY-180-D == MiTek USA, Tampa, FL GENERAL SPECIFICATIONS a o0 1. NAIL SIZE = 3.5" X 0.131" = 16d 2. WOOD SCREW = 4.5" WS45 USP. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND MiTek USA, Inc. SECURE TO BASE TRUSSES AS PER DETAIL A 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE GABLE END, COMMON TRUSS INDIVIDUAL DESIGN DRAWINGS. OR GIRDER TRUSS 6. NAILING DONE PER NDS-05 7. VALLEY STUD SPACING NOT TO EXCEED 60" O.C. 8. BASE TRUSS AND VALLEY TRUSS MUST BE SOUTHERN PINE LUMBER. —II II T 1 II II II II II II II II II II II it II II II II II II II II I II II II II II II II I II Ij Ij II II II II �� �� 11 11 II II 11 II 11 11 I I II II II II II II II II II � II I II II II II 111 II II II II II 11 I III III ,I �I VALLEY TRUSS TYPICAL SECURE VALLEY TRUSS W/ ONE ROW OF 16d NAILS 6" O.C. il z it 11 11 BASE TRUSSES VALLEY TRUSS TYPICAL 'ACH 2x4 CONTINUOUS NO.2 SP THE ROOF W/ TWO USP WS45 (1/4" X 4.5") OD SCREWS INTO EACH BASE TRUSS. '1.5' Max GABLE END, COMMON TRUSS nQ (_IQnrD T01 IQQ WIND DESIGN PER ASCE 7-10 MAXIMUM WIND SPEED = 180 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 EXPOSURE B, C OR D WIND DURATION OF LOAD INCREASE: 1.33 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 4.8 PSF ON THE TRUSSES. Thomas A Alban) PE No.39380 MITak USA, Inc. FL Cert 6634 6904 Parke East W4 Tampa FL 3XII0 Data: October 30, 2018 GENERAL NOTES NOTAS GENERALES Trusses are not marked in any way to identify the Los trusses no estan marcados de ningtin modo que frequency or location of temporary lateral restraint identifiquelafrecuenciaolocalizaddnderestrica6rilateral and diagonal bracing, follow the recommendations y arriostre diagonal temporales. Use las recomendadones for handling, installing and temporary restraining de manejo, instalacl6n, restriccidn yarriostre temporal de and bracing of trusses. Refer to BCSI - Guide to los trusses. Vea el folleto BCSI - Gula de Buena Practice Good Practice for Handling. Installing, Restraining Zara el MaNio. Instaladin. RestaccOn y Arriostre de los & Bracing of Metal Plate Connected Wood Trusses de Madera Conectados con Placas de Metal*** Trusses*** for more detailed information, para informad6n mas detallada. Truss Design Drawings may specify locations of Los dtbujos de disefio de cos trusses pueden especificar permanent lateral restraint or reinforcement for las localizaciones de restriccidn lateral permanence o individual truss members. Refer to the BCSI- refuerzo en los miembros individuales del truss. Vea la 63*** for more information, All other permanent hoia resumen BCSI-83*** para mas informacidn. El bracing design is the responsibility of the building resto de los disenos de arriostres permanentes son la designer. responsabilidad del disefiador del edificio. - WARNING The consequences of improper handling, erecting, installing, restraining and bracing can result in a collapse of the structure, or worse, serious personal injury or death. iADVERTENCIA! El resultado de un manejo, levantamiento, instalacidn, restricci6n y arriootre incorrecto puede ser la cafda de la estructura o ai)n peor, heridos o muertos. A465lnp0' CM Exercise care when removing banding and handling trusses to avoid damaging trusses and prevent injury. Wear personal protective equipment for the eyes, feet, hands and head when working with trusses. m dCL�11U9M�Q Utilice cautela at quitar las ataduras 2 o los pedazos de metal de sujetar para evitar dafio a los trusses y prevenir la herida personal. Lleve el equipo protectivo personal para ojos, pies manos y cabeza cuando trabaja con trusses AL f03111 Use ,7rc'L "Iffi!-CzTf m Ublice special care in cuidado especial en windy weather or Chas ventosos o cerca near power lines de cables electricos o and airports. de aeropuertos. Spreader bar for truss HANDLING oovo MAiNEJO• ..... Avoid lateaa4bending. • • Ewte la flexi6n fbterai* • • • 0 Use proper rig- Use equipo apropiado • SIR • • • • ging and hoisting para levantar e The contracttr is responsible IEP • NO • • equipment. improviser. • properly receiving, unloadingy and storing SIR NO SO• .0.6r sses at the jol!%:e!(7nload trusses too smooth surface tp Wrsv*nt damage. • • • • • • •• SIN •••Eh"ntra[ista thane la respoQsabilidad de,• • ON • •etillir descargaWPaN cer49r adecua4l3mente ON tos trusses en la o4a. Dfwargue los trLLe9ts-*A • r • S.(d ��ti Itso para prey nir el dano. • • • • • • ,ems • • • •• 0 0 • s / • •w ;� % �, • � DO NOT store NO almacene c s% unbraced bundles verticalmente los upright. trusses sueltos. 0 Trusses may be unloaded directly on the ground ,I at the time of delivery or stored temporarily in contact with the ground after delivery. If trusses are to be stored for more than one week, place blocking of sufficient height beneath the stack of trusses at 8' (2.4 m) to 10' (3 m) on -center (D.C.). Los trusses pueden ser descargados directamente 4 en el suelo en aquel momento de entrega o almacenados temporalmente en contacto con el suelo despues de entrega. Si los trusses estaran guardados para mas de una semana, ponga b/oqueando de altura suficiente detras de la pile DO NOT store on NO almacene en tierra de los trusses a 8 hasta 10 pies en Centro (o.c.). © For trusses stored for more than one week, cover uneven ground. desigual. bundles to protect from the environment. Para trusses guardados por mas de una semana, cubra los paquetes para protegerlos del ambiente. -= Refer to BCSI*** for more detailed information pertaining to handling and jobsite storage of trusses. -- Vea el folleto BCSI*** para informacidn mas detal- lada sobre el manejo y almacenado de los trusses en area de traballo. HOISTING AND PLACEMENT OF TRUSS BUNDLES RECOMENDACIONES PARA LEVANTAR PAQUETES DE TRUSSES ® DON'T overload the crane. NO sobrecargue la gr6a. NEVER use banding to lift a bundle. NUNCA use las ataduras para levantar un paquete. Q A single lift paint may be used for bundles of top chord pitch trusses up to 45' (13.7 m) and parallel chord trusses up to 30' (9.1 m). Use at least two lift points for bundles of top WARNING Do load chord pitch trusses up to 60' (18.3 m) and paral- not over supporting structure with truss bundle. lel chord trusses up to 45' (13.7 m). Use at least three lift points for bundles of top chord pitch iADVERTENCIA! No sobrecargue la trusses >60' (18.3m) and parallel chord trusses estructura apoyada con el paquete de >45' (13.7 IT). trusses. Puede usar un solo /ugar de levantar para pa- 0 Place truss bundles in stable position. quetes de trusses de la cuerda superior haste 45' y trusses de cuerdas paralelas de 30' o menos. Puse paquetes de trusses en Una posicidn Use por to menos dos puntos de levantar con estable. grupos de trusses de cuerda superior inclinada hasta 60' y trusses de cuerdas paralelas haste 45' Use por to menos dos puntos de levantar con grupos de trusses de cuerda superior inclinada mas de 60' y trusses de cuerdas paralelas mas de 45'. MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSS RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUAIS Using a single pick -point at the peak can damage the truss. El use de un solo lugar en el pico para levantar puede hacer dano al truss.� atl r bar Toe in T� oe-in I Spreader bar 112 to (� 2/3 truss length I, Approx. 1/2 y� truss length Tagline TRUSSES UP TO 30' (9.1 TRUSSES HASTA 30 PIES Locate Spreader bar Attach 10' (3 m) above or stinback o.c. max. mid -height 1 I Tagline TRUSSES UP TO 60' (18.3 m) _� Tagline _ Spreader bar 213 to TRUSSES HASTA 60 PIES 314 truss length TRUSSES UP TO AND OVER 60'(18.3 m) �- TRUSSES HASTA Y SOBRE 60 PIES -''• © Hold each truss in position with the erection equipment until top chord temporary lateral restraint is installed and the truss is fastened to the bearing points. Sostenga cada truss en posicidn con equipo de grOa hasta que la restricci6n lateral temporal de la cuerda superior este instalado y el truss esta asegurado en los soportes. INSTALLATION OF SINGLE TRUSSES BY HAND RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES POR LA MANO Trusses 20' `++ Trusses 30' t (6.1 m) or (9.1 m) or f less, support '', less, support at near peak. 3 I� quarter points. r� I° Soporte Soporte de it ")' cerca al pico_LL los cuartos ' los trusses I .4-Trusses up to 20' -► de tramo los I E Trusses up to 30' -lo. de 20 pies o trusses de 30 menos. (6.1 to pies o menos. Trusses hasta pies Trusses haste 20 pies P P TEMPORARY RESTRAINT & BRACING RESTRICCION Y ARRIOSTRE TEMPORAL Refer to BCSI-B2*** for more Top Chord Temporary information. Lateral Restraint Vea el resumen BCSI-82*** para mas infor- (TCTLR) mad6n. 2x4 in. ® Locate ground braces for first truss directly in line with all rows of top chord temporary lateral restraint (see table in the next column). Coloque los arriostres de tierra para el primer =90° truss directamente en linea con cada una de las filas de restriccidn lateral temporal de la cuerda superior (vea la tabla en la prdxima Brace first truss columna). 41 securely before erection of additional DO NOT walk on trusses. unbraced trusses. NO camine en trusses 4 sueltos. STEPS TO SETTING TRUSSES LAS MEDIDAS DE LA INSTALACION DE LOS TRUSSES Q 1) Install ground bracing. 2) Set first truss and attach securely to ground bracing. 3) Set next 4 trusses with short member temporary lateral restraint (see below). 4) Install top chord diagonal bracing (see below). 5) Install web member plane diagonal bracing to stabilize the first five trusses (see below). 6) Install bottom chord temporary lateral restraint and diagonal bracing (see below). 7) Repeat process with groups of four trusses until all trusses are set. 1) Instate los arriostres de tierra. 2) Instate el primero truss y ate seguramente al arriostre de tierra. 3) Instate los prdximos 4 trusses con restricci6n lateral temporal de miembro corto (vea abajo). 4) Instale el arriostre diagonal de la cuerda superior (vea abajo). 5) Instate arriostre diagonal pare los pianos de los miembros secundartos pans estabilice los primeros cinco trusses (vea abajo). 6) Instate la restricci6n lateral temporal y arriostre diagonal para la cuerda inferior (vea abajo). 7) Repita este procedimiento en grupos de cuatro trusses hasta que todos los trusses esten instalados. EMRefer to BCSI-B2*** for more information. Vea el resumen BCSI-82*** para mas informacidn. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES RESTRICCION/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES 0 This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses (PCTs). See top of next column for temporary restraint and bracing of PCTs. Este metodo de restricci6n y arriostre es para todo trusses excepto trusses de cuerdas paralelas (PCTs) 3x2 y 4x2. Vea la parte superior de la column para la restriccidn y arriostre temporal de PCTs. 1) TOP CHORD - CUERDA SUPERIOR Truss Span Top Chord Temporary Lateral Restraint (TCTLR) Spacing Longitud de Tramp Espaciamiento del Arriostre Temporal de la Cuerda Superior Up to 30' 10' (3 m) o.c. max. (9.1 m) 30' (9.1 m) - 8' (2.4 m) D.C. max. 45' (13.7 m) 45' (13.7 m) - 6' (1.8 m) o.c. max. 60' (18.3 m) 60' (18.3 m) - 4' (1.2 m) D.C. max. 80' (24.4 m) * *Consult a Registered Design Professional for trusses longer than 60' (18.3 IT). Consulte a un Professional Registrado de Diseho para trusses mas de 60 pies. Q See BCSI-82*** for TCTLR options. Vea el BCSI-82*** para las opciones de TCTLR. Refer to BCSI-B3*** for Gable End Frame restraint/bracing/ \ �\ A reinforcement information. Para informacidn sobre restriccidn/ \ TCTLR arnosUe/refuerzo para Armazones Ha sb es 'al vea el resumen BCSI-8 Note: Ground bracing not shown for clarity. 10" or qf Truss attachment © Repeat diagonal braces for each set of 4 trusses. required at support s) Repita los arrlsotres diagonales Para cada grupo de 4 trusses. Section A -A 2) WEB MEMBER PLANE - PLANO DE LOS MIEMBROS SECUNDARIOS LATERAL RESTRAINT & DIAGONAL BRACING ARE VERYIMPORTANT iLA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL SON MUY IMPORTANTES! Diagonal bracing CLR splice reinforcement Truss Member 2x CLR Web members 7 A Bottom chords Minimum 2' 2x Scab block centered over splice. Attach Diagonal braces to CLR with minimum 8-16d every 10 truss spaces (0.1354.5") nails each side 20' (6.1 m) max. of splice or as specified by the 10' (3 m) - 15' (4.6 m) max. Building Designer. Same spacing as bottom Note: Some chord and web members SECTION A"A chord lateral restraint not shown for clarity. 3) BOTTOM CHORD - CUERDA INFERIOR ` Lateral Restraints - 2x4x12' or Truss Member neater lapped over two trusses `� or CLR splice reinforce- Note: Some chord ment. and web members Bottom `�� not shown for chords clarity. 10' (3 m) - 15' (4.6 m) max. Diagonal braces every 10 truss spaces 20' (6.1 m) max. RESTRAINT & BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3X2 Y 4X2 10' 3 m) or Diagonal bracing Repeat diagonal bracing Refer to 15' (4.6 m)' every 15 truss spaces 30' BCSI-87*** for more _ _ __ _ I9.1 m) max. information. ���'•�+a . Vea el resumen BCSI-B7*** - ' I pat mas informacidn. I I I Apply diagonal brace to vertical \ webs at end of cantilever and at bearing locations. All lateral restraints lapped at least two trusses. *Top chord temporary lateral restraint spacing shall be 10' (3 m) o.c. max. for 3x2 chords and 15' (4.6 m) o.c. for 4x2 chords. 0 INSTALLING - INSTALACION Out -of -Plane 21 Tolerances for Out -of -Plane. Out -of -Plumb Max. Bow Truss Length Tolerancias para Fuera-de-Plano. 3/4" 12.5' Max. Bow 0/50 D (ft.) 19 rum 3.8 IT Length -► 7/8" 14.6' _ -- - ..-- ._ ._/.i Bow /-1 1/4" 6 min 1' 0.3 m 22 min 4.5 IT Len th > Max g I 1/2" 2' V 16.7' Max. Bow p 13 min 0.6 m 25 min 5.1 m 3/4" 3' 1-118" 18.8' � Length Uro Plumb 19 rum 0.9 m 29 min 5.7 m ' line r 1" 4' 1-1/4" 20.8' Tolerances for I 25 min 1.2 m 32 min 6.3 m Out -of -Plumb. 1/. 1-1/4" 5' 1-3/8" 22.9' Tolerancias para D/50 max I 32 min 1.5 m 35 min 7.0 m FUera-de PlOmddd. 1-1/2" 6' 1-1/2" 25.0' 38mm 1.8m 38 min 7.6in 1-3/4" 7' 1-3/4" 29.2' CONSTRUCTION LOADING 45 min 2.1 m 45 rum 8.9IT CARGA DE CONSTRUCCION r' z r'min t33.3' 51 min>_2.4 m) 518' 10.1 m DO NOT proceed with construction until all lateral restraint and bracing is securely and properly in place. NO proceda con la construccion hasta que todas las restric- ciones laterales y los arriostres esten colocados en forma apropiada y Segura. DO NOT exceed maximum stack heights. Refer to BCSI-B4*** for more information. NO exceda las alturas miximas de montdn. Vea el resumen SCSI-84***'para mates informacidn. -E `b' •' Maximum Stack Height for Material on Trusses Material Height Gypsum Board 12" (305 rum) Plywood or OSS 16" (406 mm) Asphalt Shingles 2 bundles Concrete Block 8" (203 rum) Clay Tile 3-4 tiles high (S) NEVER stack materials near a peak or at mid -span. NUNCA amontone los materiales cerca de un pico. DO NOT overload small groups or single trusses. NO sobrecargue pequefios grupos o trusses individuales. �1 Place loads over as many trusses as possible. ) " Coloque las cargas sobre tantos trusses Como sea posible. 0 Position loads over load bearing walls. Coloque las cargas sobre las paredes sc portantes. / r ALTERATIONS - ALTERACIONES =Refer to BCSI-B5.*** Truss bracing not shown for clarity. Vea el resumen BCSI-85. *** G DO NOT cut, alter, or drill any structural member of a truss unless Wee J711_I_J specifically permitted by the truss design drawing. NO corte, altere o perfore ning6n miembro estructural de un truss, a menos que este especificamente permitido en el dibujo del diseno del truss. EEMTrusses that have been overloaded during construction or altered without the Truss Man- ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. Trusses que se han sobrecargado durante la construccicin o han sido alterados sin la autor- izaddin previa del Fabricante de Trusses, pueden hacer nulo y sin efecto la garantfa Itmitada del Fabricante de Trusses. *Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance To view a non -printing PDF of this document, visit sbcindustry.com/bl. NOTE: The truss manufacturer and truss designer rely w the presumption that the contractor and crane operator (if applicable) are professionals with the capability to undertake the work they have agreed to do on any given project. If the contractor believes it needs assistance in some aspect of the construction project, it should seek assistance from a Competent parry. The methods and procedures outlined in this document are Intended to ensure that the overall construction techniques employed will put the trusses into place SAFELY. These recommendations for handling, installing, restraining and bracing trusses are based upon the collective experience of leading personnel involved with truss design, manufacture and installation, but must, due to the nature of responsibilities involved, be presented only as a GUIDE for use by a qualified building designer or contractor. It is not intended that these recommendations be interpreted as superior to the building designer's design specification for handling, installing, restraining and bracing trusses and it does not preclude the use of other equivalent methods for restraining/bracing and providing stability for the walls, columns, Floors, roofs and all the interrelated structural building components as determined by the contractor Thus, SECA and TPI expressly disclaim any responsibility for damages arising from the use, application, or reliance on the recommendations and information contained herein. SBC- l WOOD TRUSS COUNCIL TRUSS PLATE INSTITUTE 6300 Enterprise Lane " Madison, WI 53719 218 N. Lee St., Ste. 312 • Alexandria, VA 22314 608/274-4849 • sbcindustry.com 703/683-1010 • tpinst.org