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RC-15-3127 (5) r° Miami Shores Village CEIVIFDi Building Department 0 tots 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 016 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 201 BUILDING Master Permit No. PERMIT APPLICATION sub Permit No. BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION [:]RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑ CANCELLATION ® SHOP CONTRACTOR DRAWINGS JOB ADDRESS: Q City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: -05© Z� CJ 5 ( Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name(Fee Simple Titleholder): U NPhone#: Address: C' 0 � is ra- e >' 0MV-E- City: "( fxy-kI �y State: Zip: Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name:�Ql`�� rr� coep Phone#:�c��—�� —06` Address: //6� 6-7 S'«J / J-4 -Au City: �-4 //-� 1,41 State: 47-L- Zip: P Qualifier Name/2-c-� V(u.Ar .4 Phone#: :7661 :t>830-OG/ 9 State Certification or Registration#:C 6C J )2 A-e 2- Certificate of Competency#: DESIGNER:Architect/Engineer:- 21 fl DC V6 AJ Phone#: 3�65-q40 -OX-T-5- Address: 17000 (f0U-1Ay> &'-J 2-?.0 �N City: Ne(Stie> State: fZ- Zip: 3 3l X00 Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: S�V 1p :P-P/2- P/&BS -7'AIUs J 670 Specify color of color thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ {-- Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ - olz) Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State 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$2500, 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 certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature S L Signature 411VIIII, 101 WNER or AGENT A , CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this 30 day of 20 by ()1 day of �1,;� 20 (CO by a who is persoU/� (LQ N ,who is personally known to Mme or who has produced as me or who has produced fL �� as identification and who did- a an oath. identification and who did take an oath. NOT Y P NOTARY PUBLI I i ign: Sign: Print: Print: (CLIP, tppY PYe,, MISSION#FF 98617 Seal: '*; _ titYCOM� Seal: .rte • a EXPIRES:JLre 26,2018 Bonded Thru Notary Public Underw iters ?pt�r°et� Notary Public State Of Florida Sindia Alvarez 0Q PAY CammissiOn FF 156750 APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised 02/24/2014) CERTIFICATE 4F LIABILITY INSURANCE DATE 06t30N 6 THIS CERTIFICATE 18 ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER.THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND,EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the carBtltwts holder is an ADDITIONAL MSURED,the policy(les)roust be endowed. If SUBROGATION 18 WAIVED,subject to the terms and eondltlons of the policy,certain policies may mgWm an andomement A sI1 nt on this o lftate does not confer rights to the certificate holder In Neu of such mss). NtOOUCER GREYSIS VERDUGO Suarez A Assoc;latea PAN. . (305)88441664 (305)884-6977 1400 N.W.South River Drive,#B1A ACM0131. Ramal$V*lwM,nst Wadley,FL 33188 AFPDROW COVERAet: WAIC s 2hone 305 84-8664 Fax (305)884.6977 INKWM A: ENDURANCE AMERICAN SPECIALTY INS COM NSURED INSU B: 'ONTRUSERVE CORP INs<►RERc: 11687 SW 144 AVE D: IAIAMI FL 33186 MB EGFR E INSURga F: :OVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAYBE ISSUED OR MAY PERTAIN,THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS. TYPE OF INSURANCE ADD U POLICY NUMBER w"10 EFF Aff EXP Lam GENERAL LIABILITY EACH OCCURRENCE S 1.000 000.00 PAMAQ0 COMMERCIAL GENERA.UASILIW P NTED MIS B a i 100,000.00 ❑ ❑ CLAWWDE 0 OCCUR CBC20001519100 MED EV a» ) i 5,000.00 4 F106/2811016 08/28/2017 PERSONAL a ADV INJURY $ 1,000,000.00 ❑ GENERAL AGGREGATE s 2,000,000.00 G9tL AGGREGATE LRdrT APPLIES PER: PRODUCTS-COMPIOP AGG $ 1,000,000.00 ❑ POLICY ❑ �T ❑ LOC $ AUTOMOMU LIIAMLITY NB D SINGLE LIMB ❑ ANYAUTO BODILY INJURY(Pw pwom) S ❑ AUTOS AUTOS ❑ SCHEDULED C OSS � BODILY MARY(PW s El HIREDAUTOS ❑ NOWrAINEDAUTOS s ❑ ij a ❑ UMBRELLA LIAR ❑OCCUR EACH OCCURRENCE $ ❑ mmm LIAR ❑mAMSAmm A00 REGATE a El DED 11 RETENTIONS S WORKERS COMPENSATIONMIC STATU- AND EMPLOYERIr LIABAITY YIN ANY PROPRIETORIPARTNERIEXECUTNE E.L.EACH ACCIDENT i OFFICEWMEMBER EXCLUDED? NIA Ky in�') EL DISEASE-EEA EMPLOYEEs DESCREPTION OF OPERATION$below EL DISEASE-PDUCY EMIT $ DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES(Ansch ACORD 101,AddNlonel Rem sea.auE.,M man ep—In mored) 3GC1512482 CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICI CANCELLED BEFORE , MIAMI SHORES VILLAGE BUILDING DEPT. THE EXPIRATION DATE THEREOF,NOTICE WILL B VERED IN 10050 NE 2 ND AVE ACCORDANCE WITH THE POLICY PROVISIONS. MIAMI SHORES FL 33138 _.. 1 ON. All sms ACORD 26(2010108)QF AC D name and 1 nglsWred mar of Fort Dallas Truss Company, LLC. O 7035 SW 44th ST FORDALLAS Miami, FL 33155 Tel: 305) D 667- 797 0 R U S S Fax:((305) 5 6676 92 _ COMPANY.LLC. Re : 16A18: GENTILES Site Information: Project Customer: GENTILES SERVICES Job Name :GENTILES SERVICES Lot/Block: Subdivision Site Name: KURLADSKI RESIDENCE Site Address: 9301 NORTH BAY SHORES DR SUNNY ISLES St: FL Zip: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: 8.00 Jan 15 2016 Roof Load: 55.0 psf Floor Load: WA Wind Code:ASCE7-10 C-C for members and forces&MWFRS for reactions Wind Speed: 175 mph This package includes 16 individual, dated Truss Design Drawings and 0 Adoitiogal Drat�l*ngs 0606:9 With my seal affixed to this sheet, I hereby certify that I am the Truss Design ErfjA& and•t#*§ igdex she2t conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineerg•Rules. '• •• No. Date Truss ID# Seal# *0:0••• • • 1 06/13/16 cJ1 0001 ••••• 0 2 06/13/16 cJii 0002 •••••• • •�••� 3 06/13/16 H1 0003 • • • • 4 06/13/16 H2 0004 TRIO DESIGN CONSULTANTS, LLC -.&.k# 27678 0 0 0•• 5 06/13/16 HG1 0005APPROVED • • 0 •• • • • I 6 06/13/16 J2 0006 APPROVED •••• 0000 • NOT •••••] 7 06/,3/16 J4 0007 •• • 8 06/13/16 J6 0008 I I APPROVED AS NOTED 9 06/13/16 J8 0009 I ] REVISE&RESUBMIT 10 06/13/16 M1 0010 I I RNF R b E 11 06/13/16 TI 00114D WW%.A&. ..A- 12 06/13/16 V12 0012 nw D 13 06/13/16 V16 0013 h r =N-1 ffad0 * 0r1*u, pi r aR M dii; or iAm w!hta ooinnenb�*~0= 14 06/13/16 V20 0014 ardn� mnadepahrr"fl>erafran ftCCN*a aIe1-0- 15 06/13/16 V4 0015 fadO*and a ctsocy,jarcol and d quanNet and dlmeraloM for Dte P . 16 06/13/16 V8 0016 for fecWjgm of==**and for Perimm hb wo* inowernamK The truss drawing(s) referenced above have been preparedAiN 1 t � under my direct supervision based on the parameters by _ JOSE A1iFiR T j P Arch. or ENG of Record using MiTek 20/20 software. Consulting Engine tural Truss Design Engineer's Name: Jose Martinez, P.E. 24 E 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) Hial L 3301 ph X305) 667-6797 orida P.E. 031509) NOTE: The seal on these drawings indicate acceptance of professional engineering responsibilty for the truss components shown. Paoe 1 of 1 Pnninppm Nnma n.to Fort Dallas Truss Co. LLC. To: Delive 7035 SW 44 St. GENTILES SERVICES � Miami,FL.33155 Job Number: 16A18 (305)667-6797 Fax: (305)667-0592 142 N W 101 ST Page: 1 Project: GENTILES SERVICES Block No: MIAMI SHORES,FL Date: 06/13/16 16:55:46 Model: Lot No: Contact: Site: Office: Deliver TO: Account No: 095300544 Name: KURLADSKI RESIDENCE Designer: / Phone: (786)718-6563 Salesperson: TONY SIERA Fax: 9301 NORTH BAY SHORES DR Quote Number: SUNNY ISLES,FL P.O.Number: Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 02-01-07 0402-15 OA Hght:01-02-09 1 CJI MONO TRUSS 1.41 2X6/2X6 11-03-00 OA Hght:02-03-12 4 CJl1 DIAGONAL HIP 2.12 2 2X4/2X4 2 HI 27-02-00 HIP 3.00 OA Hght:02-09-14 3 2X4/2X4 27-02-00 OA Hght:03-03-14 4 H2 HIP 3.00 2X4/2X4 27-02-00 OA Hght:02-03-14 5 HGl HIP GIRDER 3.00 .... 2X4/2X61 02-00-00 oA Cght:OOP-14 •• 8 J2 CORNER JACK 3.00 •• • •••• •6 2X4/2X4 ••�••• •• 0000•• 04-00-00 OA Ag'ht' l"- -14 ' .....� 8 J4 CORNER JACK 3,00 0000 •••• • 2X4/2X4 '0000' '0000' 0000• 06-00-00 OA Hg#t••Oi JW 14 :...:. ••" 8 J6 CORNER JACK 3.00 •• •• • •••• 2X4/2X4 000000 • • 08-00-00 OA I ht:01-0114 • • •••••• 14 J8 JACK-OPEN 3,0p •••••' • 9. • 2X4/2X4 0'• 0000 •0000• • • 01-06-00 03-00-00 OA Hght:01-02-09 '••' 21 Ml MONO TRUSS 2,00 10 2X6/2X6 27-02-00 OA Hght:03-08-10 11 TI COMMON 3,00 2X4/2X4 12-00-00 OA Hght:01-00-00 _ — — 1 V12 GABLE z.00 12 2X4/2x4 I V16 16-00-00 VALLEY 2.00 OA Hght:01-04-00 13 2X4/2X4 I V20 20-00-00 GABLE 2.00 OA Hght:01-08-00 14 2X4/2X4 04-00-00 OA Hght:00-0400 -----?�"----_._ 1 V4 GABLE 2.00 15 2X4/ I V8 08-00-00 VALLEY 200 OA Hght:00-08-00 16 2X4/2X4 Fort Dallas Truss Co. LLC. To: Delive 7035 SW as Sc. GENTILES SERVICES � Miami,FL.33155 Job Number: 16A18 (305)667-6797 Fax: (305)667-0592 142 N w 101 ST Page: 2 Project:GENTILES SERVICES Block No: MIAMI SHORES,FL Date: 06/13/16 16:55:47 Model: Lot No: Contact: Site: Office: Deliver To: Account No: 095300544 / Name: KURLADSKI RESIDENCE Salesperson: rson: TONY SIERA Phone: (786)718-6563 9301 NORTH BAY SHORES DR Fax: Quote Number: SUNNY ISLES.FL P.O.Number: 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. ��ll''AA Truss Design Engineer's Name: Jose Martinez, 11 2016 24 E 5th ST, Hialeah, FL 33010 (Florida PE# 031509) r i P. {OSE ivil/Structurai Consultor,. Stress NOTE: The seal on these drawings indicate acceptance of F professional engineering responsibilty for the truss Hialeah, FL. components shown. Phone (305) 667-67997 Engineers Name" Date • • •••• •••••• •••••• •• •••••• •••• •••• • • •••• •••• ••••• •••••• • • ••••• •• •• • •••••• • • • • • •••••• Job russ Truss TypUty ely GENTILES SERVICES 0001 16A18 Cil MONO TRUSS 2 1 Job Reference o tional FORT DALLAS TRUSS CO.LLC.,MIAMI,FL,TONY SIERRA 8.000 s Jan 15 2016 MTek Industries,Inc. Mon Jun 13 16:57:312016 Page 1 ID:KaxvbwyEK9kTEEOpggflSvzvUf3-M5KT51RRSLz?645bHeGOoR_TVOgUgk?S52rp_Yz6ev2 -4-2-15 2-1-7 4-2-15 2-1-7 Scale=1:12.4 1.41 12 2 3 7 I 2x4 II cc cc 1-3 2x6 M 26 6-5-9 9 2-4 M 26 2-1-7 1 0.3 4-1-7 6 4 8x10= 2-1-7 •••• 2-1-7 • ••••• Plate Offsets(X,Y)— [1:0-2-4,0-1-0 • LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefi Ud •• •.•PLATES ••GRIP •••••• TCLL 30.0 Plate Grip DOL 1.00 TC 0.59 Vert(LL) 0.00 2-4 >999 360 • MT20 • 244/190• • TCDL 15.0 Lumber DOL 1.33 BC 0.53 Vert(TL) 0.01 2-4 >999 180 •• ••• ••••0• BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a • •• 0000 • • BCDL 10.0 Code FBC2014/TP12007 (Matrix) •• .••Weight 20Ib•• FT=me 0••• ••0 • • LUMBER- BRACING- ••• • ••••••• •••••• TOP CHORD 2x6 SP M 26 TOP CHORD Structural wood sheathing directly applied or 2-1-7 oc purlins.• BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly appPgd wJ)-9-3 oc braoing. •• OTHERS 2x4 SP No.3 MiTek recommends 00t StAbiWers arW rreeciqull-0 cross bracing be installed during truss erectP711 9atcordanse • with Stabilizer Install on ijidie. •••••• REACTIONS. (lb(size) 2=1063/0-8-0 (min.0-1-8),4-453/Mechanicai •• • • • Max Horz 2=85(LC 5) •• • Max Upl"rft2_1083(LC 5),4----M(LC 1) Max Grav 2=1063(LC 1),4=497(LC 5) 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=9.Opsf;BCDL=6.Opsf;h=1 Oft;Cat.11;Exp C;Encl., GCpi=0.18;MWFRS(envelope)gable end zone and C-C Comer(3)-4-3-4 to-0-0-6,Exterior(2)-0-0-6 to 2-1-7 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 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 1083 Ib uplift at joint 2 and 453 Ib uplift at joint 4. 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)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job russ Truss TypeGENTILES SERVICES 0002 16A18 Will Diagonal Hip Girder 4Qty 1 Job Reference (optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL,TONY SIERRA 8.000 s Jan 15 2016 MiTek Industries,Inc. Mon Jun 13 16:57:32 2016 Page 1 ID:KaxvbwyEK9kTEEOpggfl5vzvUf3-gHurJeS4sf5rjEgnrMnfKeXgeo08Z5rbKhaNX_z6ev1 4-3-15 7-7-12 11-3-0 4-3-15 3-3-13 3-7-5 Scale=1:182 2x4 11 4 5 2.12 12 3x4= 10 3 3x4= 2 o.211-5-12 4-7 2x No.3 1-8-6 3-8 2x No.3 1-1-5 3-7 o.33-2-1 1 2-9 2x No. 0-r 0.3 3-0.13 1-6 2x4 No.2 11-3-1 30= 11 12 8 13 7 3x6= 5x6= 9 6 20 11 3-10-54 3-15 7-7-12 11-3-0 3-10.5 0-5-10 3-3-13 3-7- Plate Offsets(X,Y)— [7:0-3-0,0-2-12] ••• LOADING(psf) SPACING- 240-0 CSI. DEFL in (loc) Udell Ud •• • PLAT??•• !RIP a***** TCLL 30.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) 0.02 8 >999 360 **4696 MT20 •244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.56 Vert(TL) -0.07 7-8 >999 180 • • • • •• ••• •••••• BCLL 0.0 Rep Stress Incr NO WB 0.41 Horz(TL) -0.01 7 n/a We • • BCDL 10.0 Code FBC2014/TP12007 (Matrix) • •• •••• • . •Weights 48 Ib FT=q✓i••• LUMBER- BRACING- • • 00000 TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathin��ddireetly appWof M 1-13 owpur*rr. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly a.pTie(for 5-6-9 oc bracing. • WEBS 2x4 SP No.3 MTek recommends tt§ffSQl5i6zers and required crossr••••• bracing be installed drying truss ereclIV.0acordance • with Stabilizer Installa'on gt4de. • REACTIONS. (lb(size) 9=912/0-11-5 (min.0-1-8),7=814/Mechanical • • • • • • Max Horz 9=241(LC 4) •• • 999:0 • Max UpIitt9=-677(LC 4),7=-447(LC 6) •• • FORCES. (lb)-Max.CompiMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2--507/1097,2-3---882/382 BOT CHORD 1-11—1067/503,9-11=1067/503,9-12—1067/263,8-12=1067/263,8-13—528/836,7-13—528/836 WEBS 2-9=-801/571,2-8---645/1148,3-8-157/288,3-7-904/571,4-7-372/276 NOTES- 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL_=9.Opsf;BCDL_=6.Opsf;h=20ft;Cat.II;Exp C;Encl., GCpi--O.18;MWFRS(envelope)gable end zone;cantilever left and right 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 677 Ib uplift at joint 9 and 447 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. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)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(pit) Vert:1-0(F=45,B=45)-to-4-247(F-79,B-79),4-187(F-79,B-79)-to-5-193(F-82,B-82),1=0(F=10, B=10)-to-6=-56(F-18,B-18) Job rus5 Truss Type yGENTILES SERVICES 0003 16A18 H7 Hip 2 1 J0b Reference optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,TONY SIERRA 8.000 s Jan 15 2016 MTek Industries,Inc. Mon Jun 1316:57:45 2016 Page 1 ID:KaxvbwyEK9kTEEOpggfl5vzvUf3-yoA115cDoek?nEAH5aWiMNZor1 Ld6uAWJDEZTI¢6euq 3-1-0 10-0-0 13-7-0 17-2-0 24-1-0 27-2-0 3-1-0 6-11-0 3-7-0 3-7-0 6-11-0 3-1-0 Scale=1:45.4 4x5= 4x5= 3.00 12 3x4= 3 3-5 2x4 4 5 13 4-11 20 No.3 3- - 14 _ Ch 2 1-3 2x4 3- 6111— 11 2x4 .3 2-2-1 4-9 2x 3-11-12 x 10-4-10 3 6 Ch 01 36-9-8 6.9 2x 7 r 0 m I7 0 3x4= 30= o 15 12 16 11 10 17 9 18 8 19 3x6 II 5x8= 30— 6x10= 3x6 II 2-90 3r1TO 10-0-0 17-2-0 24-1-0 245-0 27-2-0 2-9-0 0-4-0 6-11-0 7-2-0 6 11-0 0-4-0 2-9-0 Plate Offsets QX Y)— [2:0-2-8,0-1-81,[6:0-2-8,0-1-6],[9:0-4-8,0-3-61,[11:0-4-0 0-2-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdef1 L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.86 Vert(LL) 0.19 9-11 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.96 Vert(TL) -0.53 9.11 >477 180 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix) Weight:122 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SP No.3 2-2-0 oc bracing:9-11. WEBS 1 Row at midpt 2-11,6-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 12=1495/048-0 (min.0-1-12),8=1495/0-8-0 (min.0-1-12) Max Horz 12=98(LC 7) Max Upliftl2—918(LC 5),8—918(LC 6) 0000 FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. • • TOP CHORD 1-2--533/742,2-13-2143/998,3-13--2058t1 025,3-4=1999/1046,4-5—1986✓l043, i ••• •••• •••• • 5-14=-2047/1013,6-14-2132/986,6-7-5331747 •• 0 ••• • • BOT CHORD 1-15=-693/519,12-15-693/519,12-16=-693/519,11-16=-693/519,10-11-998/2184, *00090 • ••••i• 10-17-998/2184,9-17-998/2184,9-18---699/519,8-18=-699/519,8-19=-099/519, 0000••• 0 7-19--,699/519 i••••: WEBS 2-12--135311023,2-11--1350/2020,4-11--373/255,4-9---389/258,6-9-1339/2016, 000000 •••• • • 6-8=1356/1020000 �••••� 1 0000• 0000•• • • 0000• NOTES- • • •060.6 1)Unbalanced roof live loads have been considered for this design. 00 6• • 0 0 6 :6 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=9.Opsf;BCDL_=6.Opsf;h=20ft;Cat.ll;Exp C;:?fif:i• • '6 GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-0-0-1 to 3-1-0,Interior(1)3-1-0 to 5-9-1,Exterior(2)5-9.1 to • • • •••••• 21-4-15,Interior(1)21-4-15 to 24-1-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for •'6.0 0 reactions shown;Lumber DOL--1.33 plate grip DOL--1.33 0 •6• •••• 3)Provide adequate drainage to prevent water ponding. •• • 0••;0 0 6 6 4)The solid section of the plate is required to be placed over the splice line at joint(s)10. 00 • 5)Plate(s)at joint(s)1,3,5,7,2,12,11,4,9,6 and 8 checked for a plus or minus 0 degree rotation about its center. 6)Plate(s)at joint(s)10 checked for a plus or minus 5 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 918 Ib uplift at joint 12 and 918 Ib uplift at joint 8. 9)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. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job russ Truss Type Qty Fly GENTILES SERVICES 0004 16A18 H2 Hip 2 1 Job Reference o Tonal FORT DALLAS TRUSS CO.LLC.,MIAMI,FL,TONY SIERRA 8.000 s Jen 15 2016 MiTek Industries,Inc. Mon Jun 1316:57:46: Page 1 ID:KaxvbwyEK9kTEEOpggflSvzvUf3-O_kSFRcsZyssPOkTfllxvb63ZRmirKBfYtz6?Bz6eup 3-1-0 7-6-8 1210 15 21 19-7-8 24-1-0 27-2-0 3-1-0 4-5-8 45-8 N_0 4-5-8 4-5-8 3-1-0 Scale=1:46.2 3.00 12 4x7= 4x5= 3x4; 5 1 6 3x4 3x4% 41-5 2x 2-54 30 3 m 4 No.3 3- m 8 3x6; 5.15 2x4 .3 2- 3x6 2 I 7 Ch 3 347-7 814 0 7 1000 9 01 g 10 0 0 3x4= o = 19 17 20 16 Y1 15 14 13 12 3x4 22 23 11 24 3x6 II 4x12= 5x6= 3x8= 4x5_ 4x12= 3x6 II 2-90 3-1-0 7-6 8 12-0-0 15 21 19-7-8 24-1-0 2t 0 27-2-0 2-9-0 4-5-8 45-8 3-2-0 4-5-8 45-8 04.0 2-9-0 Plate Offsets QX Y)— [2:0-2-8,0-1-8],[5:0-5-4,0-2-0],[9:0-2-8,0-1-8],[12:G-3-8,D-2-0],115:0-3-0,0-3-0],[16:0-3-8,0-2-01 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 0.48 Vert(LL) 0.13 15-16 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.67 Vert(TL) -0.24 15-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.04 11 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:129 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb(size) 17=1495/0-8-0 (min.0-1-12),11=1495/0-8-0 (min.0-1-12) Max Horz 17-117(LC 8) Max Uplift17=492(LC 5),11-892(LC 6) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2-719/869,2-3-2016/886,3-4-1918/974,4-5-1867/984,5-18-1817/995,6-18=1817/995,6-7-1867/984, 7-8-1919/973,8-9--2016/887,9-10--719/869 **06 BOT CHORD 1-19-823/718,1 7-1 9=-8 23171 8,17-20=-823/718,16-2D=-823/718,16-21-840/1905,15-21--840t1905, 660600 • ••••:• =- 15-22728/1816,14-22-728/1816,13-14-728/1905,12-13_728/1905,12-23_--8221718,11-23-822!718, • ••• 11-24:=-822(718,10-24-_-822f71 8 •• • •••0 • • WEBS 2-17-1357/923,2-16-1423(2242,3-16_-3391355,3-15-251/193,5-15-38/264,8-14-251/194,8-12-339/354, •••••• •• •••••• 9-12- - 1424/2241,9-111357/923 • SSSS•• • • • •Soso• NOTES- SSSS SSSS • • 1)Unbalanced roof live loads have been considered for this design. 0000 •••• ••;••e 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL_=9.Opsf•BCDL_=6.Opsf•h=20ft;Cat.11;Exp C;.6nsN,•• • • ••••• GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-0-0-1 to 3-1-0,Interior(1)3-1-0 to 7-6-8,Exterior(2)7-W8 ,• ;••••• •••••e 19-7-8,Interior(1)19-7-8 to 24-1-0 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)Provide adequate drainage to prevent water ponding. • • • • •••••• SSSS•• 4)Plates checked for a plus or minus 0 degree rotation about its center. e • • • • 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 892 Ib uplift at joint 17 and 892 It • • • •• . • uplift at joint 11. •• • 7)This truss has been designed for a moving concentrated load of 20O.Olb dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurren with any other live loads. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job ruse Truss Type City Ply GENTILES SERVICES 0005 16A18 HG1 HIP GIRDER 2 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL,TONY SIERRA 6.000 s Jan 15 2016 MiTek Industries,Inc. Mon Jun 13 16:57:47 2016 Page 1 ID:KaxvbwyEK9kTEEOpggfl5vzvUf3-uAI WSndUKG-jOYJgD?YARofCtr7?alkonXjgXdz6euo 3-1-0 8-0-011-9-4 15-4-12 19-2-0 241-0 27-2-0 3-1-0 411-0 3-9-4 3 7-8 3-9-4 411-0 3-1-0 Scale=1:45.3 5x10 M18SHS= 3.00 12 20 11 3x8= 5x6= 3 4 5 6 10x12 111118SHS% 10x12 M18SHSz- 1S 2x4 314 2x4 �.31 �13 .31-6-1 2x4 .31 10 2x4 .31-6 14 8.9143x4= 3x4= m c18 C5 ]d 17 15 18 14 19 13 20 12 11 10 21 9 22 5x8 M18SHS= 10x12 M18SHS= 2x4 11 5x10 M18SHS= 7x10 M18SHS= 2-9-0 3r1T0 B-0-0 11-9-4 15-4-12 19 2 0 241-0 24$0 27-2-0 2-9-0 0-4 0 411-0 3-9-4 3 7-8 3-9-4 411-0 0 4 0 2-9-0 Plate Offsets(X Y)— [2:0-5-4,0-2-4],[3:0-6-4,0-2-81,p:0-5-4,0-2-41,[10:0-1-12,0-2-4],[13:0-5-0,0-5-0,[14:0-2-12,0-2-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) 0.50 12-13 >509 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.61 Vert(TL) -0.72 12-13 >349 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix) Weight:146 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 2-3-13 oc purlins. BOT CHORD 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 45-4 oc bracing. WEBS 2x4 SP No.3*Except* MiTek recommends that Stabilizers and required cross 2-14,7-10:2x4 SP M 31 bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 15=3292/0-8-0 (min.0-2-12),9=3292/048-0 (min.0-2-12) Max Holz 15=75(LC 6) Max Upliftl 5-2017(LC 4),9—2017(LC 5) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-626/470,2-3---6700/3790,3-4---8417/4866,416-8417/4866,5-16---8417/4866,5-6=-647513725, *000 6-7---6648/3757,7-8---651/459 • • BOT CHORD 1-17-438/612,15-17-438/612,15 18=-438!612 1418-438/612,1419-3599/6449,13-19-3599/6449, i •' '•" •••• • 13-20=-4819/8537,12-20--4819/8537,11-12=-4819/8537,10-11-4819/8537,10-21-428/637,9-21-428/637, •• 0 0 0 0 • • 9-22-428/637,8-22_428/637 • •••••• •• •••••• WEBS 2-15-2837/1773,2-14-3503/6014,3-14-155/274,3-13-1307/2265,413=474!387,5-13-234/258,5-12-297/673,0 :6000:5-10-2386/1389,6-10---658/1303,7-10=-3451/5938,7-9-2810/1754 •" • • •••••• •••• •••• • • 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=9.Opsf;BCDL=6.Opsf;h=20ff;Cat.II;Exp C; 000000 a***:* GCpi�.18;MWFRS(envelope)automatic zone;cantilever left and right exposed;Lumber DOL--1.33 plate grip DOL--1.3?• •• ' 3)Provide adequate drainage to prevent water ponding. 900000 • • 4)All plates are MT20 plates unless otherwise indicated. ' ' ' • 5)The solid section of the plate is required to be placed over the splice line at joint(s)6. ' • •••••• •••••• 6)Plate(s)at joint(s)1,3,8,2,14,4,13,12,10,5,7 and 11 checked for a plus or minus 0 degree rotation about its center. ; .•. :••••• 7)Plate(s)at joint(s)6 checked for a plus or minus 3 degree rotation about its center. •' • 0000 8)This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. 0000••0 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2017 lb uplift at joint 15 and 2017 Ib uplift at joint 9. 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)Girder carries hip end with 8-0-0 end setback. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)953 Ib down and 566 Ib up at 19-2-0,and 953 lb down and 566 Ib up at 6-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 14)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(ptf) Vert:1.3-90,3-6-128(F--37),6-8--90,1-14--20,10-14--137(F--1 17),8-10=-20 Continued on page 2 Job russ Truss Type oty IT- GENTILES SERVICES OOD5 16A18 HG1 HIP GIRDER 2 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL,TONY SIERRA 8.000 s Jan 15 2016 MTek Industries,Inc. Mon Jun 1316:57:47 2016 Page 2 ID:KaxvbwyEK9kTEEOpggflSvzvUf3-uA1WSndUKG-jDYJgD?YARofCtr7?alkonXjgXdz6euo LOAD CASE(S) Standard Concentrated Loads(lb) Vert:14--953(F)1D—9530 • • •••• •••••• • • • •••••• •• •••••• • •••• •••• • • • • • • •••• •••• ••••• •••••• • • ••••• •• •• • •••••• • • • • • •••••• • 000 0 • • Job rus5 Truss Type ply GENTILES SERVICES 0006 16A18 J2 Comer Jack 8 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL,TONY SIERRA 8.000 s Jan 15 2016 MiTek Industries,Inc. Mon Jun 13 16:67:49 2016 Page 1 ID:KexvbwyEK9kTEEOpgg05vzvUf3-gZOGtSfkstERGrT2KOaeWDkaFfp42tS5ErCmcV; I 2-0-0 2-0-0 Scale=1:6.2 3.00 12 2 i i 1 1-2 2x4 M 312-1-11 `* d 0 Lb 3 20 M 31 2-0-1 4 3 4x7= 2-0-0 { 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.02 1 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.57 Vert(TL) -0.11 1 n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:6 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance REACTIONS. (Ib/size) ?--*/Mechanical,3=219/Mechanical with Stabilizer Installation guide. Max Horz 2=953(LC 13),3=953(LC 13) Max Uplift3_204(LC 5) Max Grav 3=300(LC 12) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-809/920 BOT CHORD 1-4--95M97,3-4--9531897 0000 NOTES- ` • • 0000 0000•• 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=9.Opsf;BCDL 6.Opsf;h=20ft;Cat.II;Exp Gt,fpll., •0• • •` GCpi-0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)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 000000 `` `````• 2)Plates checked for a plus or minus 0 degree rotation about its center. 006:00 • • • 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0000 •••• 0•000••• 4)Refer to girder(s)for truss to truss connections. • • • • 5 Provide mechanical connection ) g p pa g P I "" "". (by others of truss to bearing late ce bre of withstanding 204 Ib 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 pbiht•• ••• • 00000 along the Bottom Chord,nonconcurrent with any other live loads. •• •• • 499600 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. • • • •• LOAD CASE( ) 0000••S Standard • • ` ` i•••i• • • • 0000•• •• • 0000 • • • • Job russ Truss Type Glty Ply GENTILES SERVICES 0007 16A18 J4 Comer Jack 8 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,TONY SIERRA 8.000 s Jan 15 2016 MTek Industries,Inc. Mon Jun 1316:57:50 2016 Page 1 ID:KaxvbwyEK9kTEEOpggfl5vzvUf3-II_e4ofMdBMR?2Fu85t3RHnw2AAnCHFTVxK8yz6eul 4-0-0 4-0-0 Scale=1:8.5 5x6: 3 2 ' 3.00 12 1-3 2x4 No.2 4-2-7 e 1 26 4No.37 d d 1-4 20 No.2 4-0-1 2-5 10-11 7 5 3x4= >< 5x6= 3x6 11 6 8 4 L 3-5-0 4-0-0 3-5-0 0-7-0 Plate Offsets(X,Y)— [2:0-3-0,0-2-12],[5:0-2-11,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.32 Vert(LL) 0.00 6 >999 360 W20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.51 Vert(TL) 0.00 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) -0.01 3 n/a r✓a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:14 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=95/Mechanical,6=1001/0-8-0 (min.G-1-10),5--471/Mechanical Max Horz 6=91(LC 5) Max Uplift3-95(LC 1),6=-859(LC 5),5=-896(LC 15) Max Grav 3=83(LC 5),6=1378(LC 15),5=41 O(LC 5) 0000 FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. • • TOP CHORD 1-2-969/912 • 0 �••� •�•••• BOT CHORD 1-7--865/973,6-7---8651973,6-8---865/837,5-8---865/837 0 • WEBS 2-6-1212/1508,2-5-1144/1183 000000 6•i ****:a • NOTES- 006.60 • i••••i 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL_=9.Opsf;BCDL 6.Opsf;h=20ft;Cat.II;Exp C;�M.!% "" ' • GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members•0 so ***a *Go** and forces&MWFRS for reactions shown;Lumber DOL--1.33 plate grip DOL--1.33 6 0 • 00:000 2)Plates checked for a plus or minus 0 degree rotation about its center. • • 000000 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6 • •6•:• 4)Refer to girder(s)for truss to truss connections. •••••• • • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 95 Ib uplift at joint 3,859 Ib uplift : • • ••••:• at joint 6 and 896 Ib uplift at joint 5. •••••• 6)This truss has been designed for a moving concentrated load of 200.0Ib dead located at all mid panels and at all panel points •6 6 :•••• along the Bottom Chord,nonconcurrent with any other live loads. •• 0 ••0 6• 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. *..a • LOAD CASE(S) Standard Job russ Truss Type Qty Ply GENTILES SERVICES 0006 16A18 J6 Comer Jack B 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,TONY SIERRA 8.000 s Jan 15 2016 MTek Industries,Inc. Mon Jun 13 16:57:512016 Page 1 ID:KaxvbwyEK9kTEEOpggflSvzvUf3-mxX118g_OU U9V9dRSrd6cepyRSXwWiI Oh9hthOz6euk 6-0-0 6-0-0 Scale=1:11.4 3 3.00 F1_2 3x4; 2- - - 2x4 No.2 1 2.6 4 No. 2-5 2No.3 248-6 7 x4 ci 1-4 2x4 No.2 6 0-1 9 3x4= 7 8 5 3x6= 3x6 11 6 4 2-9-0 3-1-0 , 64).0 2-9-0 04-0 2-11-0 Plate Offsets(X,Y)— [5:0-1-14,0-1-8] LOADING(psf) SPACING- 2-" CSI. DEFL in (loc) UdeFl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.34 Vert(LL) -0.01 5-6 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.41 Vert(TL) -0.02 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) -0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:23 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-7 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=85/Mechanical,683/0-8-0 (min.0-1-8),5--113/Mechanical Max Horz 6=135(LC 5) Max Uplift3—76(LC 7),6=-539(LC 5),5—247(LC 15) Max Grav 3=85(LC 1),6=731(LC 15),5=161(LC 14) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. • • TOP CHORD 1-2-1011/928 •e• •••• eeeeie BOT CHORD 1-7---881/1012,6-7---881/1012,"---881/812,5-8---881/812 •• • e•• • • WEBS 2-6=-622/931,2-5-845/916 ••i ••••i• • NOTES- eeeeee • • • eeeeee 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=9.Opsf;BCDL_=6.Opsf;h=20ff;Cat.II;Exp Ci EAdl!e •••••• • e GCpi=0.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for memberea e e •••• ••••• and forces&MWFRS for reactions shown;Lumber DOL--1.33 plate grip DOL--1.33 e e 2)Plates checked for a plus or minus 0 degree rotation about its center. ••a•e a :•e e: e 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •e •• • e•••a• 4)Refer to girder(s)for truss to truss connections. e e e e e• • • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 76 ib uplift at joint 3,539 Ib Splitte ; e e •••••• at joint 6 and 247 Ib uplift at joint 5. •e•••• • • 6)This truss has been designed for a moving concentrated load of 200.OIb dead located at all mid panels and at all panel pants• • e •••••• along the Bottom Chord,nonconcurrent with any other live loads. •• • •• •• e e 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •• • LOAD CASE(S) Standard Job ruse Truss ypey GENTILES SERVICES 0009 16A18 J8 Jack-Open 14 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,TONY SIERRA 8.000 s Jan 15 2016 MiTek Industries,Inc. Mon Jun 1316:57:53 2016 Page 1 ID:KaxvbwyEK9kTEEOpggfi5vzvUf3-jKfnjgiFw6ktkTnpZGfah3vFDGga_dkh9TA_IHz6eui 8-0-0 Scale=1:15.0 2x4 II 3 3.00 FIT 7 3x4%6 2 No.2 8-3-14 3-4 2x No.31-8-12 g 1 2-5 0-6-7 34-6-2 1-4 2x4 No.2 8-0-1 30= 8 9 4 _ 3x6 11 5 4x' 2-9-0 3-1-0 B-0-0 2-9-0 04-0 4-11-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) -0.02 4-5 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.51 Vert(TL) -0.13 4-5 >447 180 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) -0.01 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:34 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance REACTIONS. (lb/size) 4--152/Mechanical,5=712/0-8-0 (min.0-1-8) with Stabilizer Installation guide. Max Horz 5=178(LC 5) Max Uplift4—77(LC 5),5—524(LC 5) Max Grav 4=269(LC 16),5=712(LC 1) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2-883/870 BOT CHORD 1-8---822/877,5-8---8221877,5-9---822/638,4-9---822/638 0000 WEBS 2-5=-600/842,2-4_--647/834 • • •0000 • •••••• NOTES- •• • •••• •• 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=9.Opsf;BCDL 6.Opsf;h=20ft;Cat.II;Exp C!t4r:.a' •• •••••• GCpi=0.18;MWFRS(envelope)gable end zone and C C Exterior(2)-0-0-1 to 31-0,Interior(1)31-0 to 3-7-5,Exterior(2)3-"11V•• • ••••; 7-10-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=164%• 0000 • • plate grip DOL--1.33 • • • • 2)Plates checked for a plus or minus 0 degree rotation about its center. "•• 0000 ••:••• 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 009000 4)Refer to girder(s)for truss to truss connections. •••••• :****a 0000•• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 77 Ib uplift at joint 4 and 520,1P.0•• • •• 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 0 :•••:• •••••• along the Bottom Chord,nonconcurrent with any other live loads. • • • :0000:• 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 0000 •.' : •••• :•••• • • • LOAD CASE(S) Standard 00 0 ,�Job I russ Truss Type Ply GENTILES SERVICES 0010 16A18 M1 MONO TRUSS 21 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL,TONY SIERRA 8.000 s Jan 15 2016 MTek Industries,Inc. Mon Jun 1316:57:54 2016 Page 1 ID:KaxvbwyEK9kTEEOpggfl5vzvUf3-BWD9wAjthPskMdM07zApDHRQVgXHjShgO7vXHjzSeuh -3-0.0 16-0 3-0-0 1 6 0 Scale=1:8.9 2.00 12 3 2 2x4 11 1 1-3 2x6 No.2 4-7-11 244 2x6 No.2 1-6-0 4 o.32-10-8 4 7x6= 6 1-6-0 1-6-0 Plate Offsets(X,Y)- [1:0-2-4,0-1-01,[2:0-4-12,0-3-3] LOADING(psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) 0.00 2-4 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.56 Vert(TL) 0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a We BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:19 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ih/size) 2_-663/0-8-0 (min.0-1-8),4=-226/Mechanical Max Horz 2=85(LC 5) Max Uplift2=-664(LC 5),4—226(LC 1) Max Grav 2_=663(LC 1),4=250(LC 5) 0800 FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. • • • • 0000 0000•0 NOTES- 0000 6 a•� • • • 1)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=9.Opsf;BCDL_=6.Opsf;h=1 Oft;Cat.ll;Exp f;;4F"6a 0•: ••e•:• GCpi--O.18;MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for memhrf •0 8 :4004: 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. 0000 0000 • • 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 000000 ••••0 06:006 4)Refer to girder(s)for truss to truss connections. 000000 • • 0000• 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 664 Ib uplift at joint 2 and 2261b • ••••• 6900:0 uplift at joint 4. so 00 0 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panelpoirtt�•• • • along the Bottom Chord,nonconcurrent with any other live loads. a • 0 0 0 0000 0• 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •••••• LOAD CASE(S) Standard • • • •••••• •• • 0000 • • Job russ Truss Type Oty Ply GENTILES SERVICES ' 0011 1SA18 T1 Common 2 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL,TONY SIERRA 8.000 s Jan 15 2016 MTek Industries,Ina Mon Jun 1316:57:55 2016 Page 1 ID:KaxvbwyEK9kTEEOpggfl5vzvUP3-fjnXSWIVRj_b_mwChhh2mU_cp3m6SST_cnf5g9z6eug 3-1-0 8-4-0 13-7-0 18-10-0 24-1-0 27-2-0 3-1-0 5-3-0 5-3-0 5-3-0 5-3-0 3-1-0 Scale=1:44.7 3.00 12 4x5= 3x4; 5 30 4x5; 4 45 2x 4.0-1% 6 4x5 zz 3 7 314 2x4 11 5-13 2x 4-8-5 5-11 .34-8-5 2x4 11 2 1-4 2x 313 D .3 2-6-4 7-11 2x 2-6-4 10-0-0 8 01 4 9 0 m I7 0 30= 17 18 13 12 19 11 20 21 30= b 14 10 5x6= 30= 3x4= 5x6= 5x6= 110-1-0 17-1-0 24-1-0 245-0 27-2-0 2-9-0 0 4-0 740-0 740-0 740-0 0-4-02.;_o Plate Offsets(YY)— [10:0-0-0,0-2-12],[11:0-3-0,0-3-0),[14:0-3-0,0-2-12) LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.51 Vert(LL) 0.16 11-13 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.91 Vert(TL) -0.50 11-13 >503 180 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:121 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc purlins. BOT CHORD 2x4 SP Not BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-10,3-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 10=1495/0-8-0 (min.0-1-12),14=1495/0-8-0 (min.0-1-12) Max Horz 14—133(LC 8) Max Uplift10-867(LC 6),14-867(LC 5) FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. • • TOP CHORD 1-2—744/816,2-3---643/808,3-4=-2008/848,4-15-1959/855,5-15-1947/868,5-16-1947/869,6-16-1959/85(+ 000 •••• •••• • 6-7-2008/848,7-8-643/808,8-9-744/816 •• • ••• • • BOT CHORD 1-17-769/739,14-17-769P739,14-18-905/1987,13-18=-905/1987,12-13-567/1634,12-19-567/1634, • • • •••••• •• •••••• 11-19—567/1634,11-20-773J1987,10-20-773(1987,10-21-769!739,9-21-769/739 • WEBS 5-11-2061434,7-1111-225/307,7-10-2380/1455,8-10---459/387,5-13--205/434,3-13-225/307,3-14-2380/1456•0`0 ` :0066: 2-14-459/388 0#09 •••• • • •••• •••• ••••• NOTES- • • • • 1)Unbalanced roof live loads have been considered for this design. ``;``; i•••i• • 2)Wind:ASCE 7-10;Vult=175m h(3-secondgust)Vasd=136m h;HVHZ;TCDL=9.0 sf;BCDL=6.0P��h=20ft;Cat.II;Exp !EttE, • • GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-0-0-1 to 3-1-0,Interior(1)3-1-0 to 10-7-0,Exterior(2)444"•• • • to 13-7-0,Interior(1)16-7-0 to 24-1-0 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 ` ` **ago* •••••• 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. *..a • •••• • • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 867 Ib uplift at joint 10 and 867 Ib `.•` uplift at joint 14. 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)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard JOD Truss Truss Type Oty Fly �GENnLES SERVICES 0015 16A18 V4 GABLE 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL,TONY SIERRA 8.000 s Jan 15 2016 MTek Industries,Inc. Mon Jun 13 16:57:56 2016 Page 1 ID:KaxvbwyEK9kTEEOpggflSvzvUf3-7vLwLrk7C16RbwVOFOCHJi WtZTKZBt B7rQOeMbz6euf 2-0-0 4-0-0 2-0-0 2-0-0 Scale=1:7.5 30= 2.00 12 1 2 3 1-2 20 No1 11:11 is No.2 2-D-5 XXXXINIM 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) Vdefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.00 Vert(TL) n/a - n1a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight:6 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=100/4-0-0 (min.0-11-5),3=100/4-0-0 (min.0-11-5) Max Horz 1=7(LC 8) Max Upliftl---65(LC 5),3_--65(LC 6) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. ••'• 2 Wind:ASCE 7-10;Vult=175m h(3-secondgust)Vasd=136m h;HVHZ•TCDL-9.0 sf;BCDL-6.0psf;h=10ff;Cat.II;Exp Ot En�I.p• • *see* •••••• GCpi-0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for membet • *00 • • and forces&MWFRS for reactions shown;Lumber DOL--1.33 plate grip DOL--7.33 • • • 3)Plates checked for a plus or minus 0 degree rotation about its center. • • •• •• •'•'•• • 4)Gable requires continuous bottom chord bearing. 000000 • • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 65 lb uplift at joint 1 and 65 Ib•••• • ••••0 • 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 an other live loads. 0:06: •• • • 00000 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. •• •• 0•••• ••••*0 •••••• ' LOAD CASE(S) Standard 0 • 0 • •• •••::• • • • • • 0000 • �Job russTV-ruleys ypa y GENTILES SERVICES 0016 16A18 v8 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,TONY SIERRA 8.000 s Jan 15 2016 MTek Industries,Inc. Mon Jun 1316:57:57 2016 Page 1 ID:KaxvbwyEK9kTEEOpggfl5vzvUt3-b5vIYBIIzKEID44bo6j Wnr3DFtWMwURH448Cu=l6 4-0-0 8-0-0 4-0-0 440-0 Scale=1:14.6 2.00 12 30= 2 i1 1-2 2x4 No No.2 2-3.6 3 1-3 20 No.2 6-0-0 4 3x4= 3x4= 8-0-0 8-0.0 Plate Offsets(X,Y)- [2:0-2-0,Edge] LOADING(psf) SPACING- 240-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.25 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.67 Vert(TL) rda - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:19 Ib 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 Not BOT CHORD Rigid ceiling directly applied or 7-3-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=246/8-0-0 (min.0-1-8),3=246/84)-O (min.0-1-8) 6006 Max Horz 1--1 4(LC 8) • • Max Upliftl_-1 04(LC 5),3-104(LC 6) • • 006* •••••• Max Grav 1=312(LC 17),3=312(LC 18) •••• i *00 • •• FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. •••:•• •• *000:0 TOP CHORD 1-2=-626/673,2-3=-626/673 BOT CHORD 1-4-6391604,34-639/604 •••• •••• i••••i 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_=9.Opsf;BCDL=6.Opsf;h_-1 Oft;Cat.II;Exp C;Lfict,• • •••••• GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for membem9••• • •• 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 Gableuires 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 104 Ib uplift at joint 1 and 104 Ib •••• uplift at joint 3. 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. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job ruse Truss Type I Qty IPIY- GENTILES SERVICES 0012 ' 16A18 V12 GABLE 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL,TONY SIERRA 8.000 a Jan 15 2016 MiTek Industries,Inc. Mon Jun 13 16:57:58 2016 Page 1 ID:KaxvbwyEK9kTEEOpggfl5vzvUf3.31SgmXmNkeM9rEfnMpF107cA0HwYfiw?OlkulOUz6eud 6-0-0 12-0-0 6-0-0 640-0 Scale=1:19.0 2.00 F 12 4x5= 5 2 6 1-2N2o. No.2 4-3-11 1 �2-42x 15 3 1-3 2x4o 212-0-0 7 4 8 30= 2x4 11 3x4= 12-0-0 12-0-0 LOADING(psf) SPACING- 240-0 CSI. DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.32 Vert(LL) We - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.42 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 HOrz(TL) 0.00 3 n/a We BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:31 Ib 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib✓size) 1=194/12-0-0 (min.0-1-8),3=194/1240-0 (min.0-1-8),4=543/1240-0 (min.0-1-8) Max Horz 1-26(LC 8) •••• Max Upl'dt1—106(LC 7),3—108(LC 8),4—180(LC 5) • • • • •••••• Max Grav 1=286(LC 18),3=286(LC 20),4=543(LC 1) • • ••••• • FORCES. (lb)-Max.Comp./Max.Ten.-All forms 250(lb)or less except when shown. •••••• •• **Go:* WEBS 2-4._-409/302 *00000 • • • NOTES- ease ••••• • • • • 1)Unbalanced roof live loads have been considered for this design. •••• 0000••• ••;••• 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=9.Opsf;BCDL=6.Opsf;h=1 Oft;Cat.11;Exp C!PnCR,•• • • ••••• GCpi-0.1 B;MWFRS(envelope)automatic zone and C-C Exterior(2)1-9-2 to 4-9-2,Interior(1)4-9-2 to 7-2-14,Extenor(2)7-2rIttp.• ;••••• •••••• 10-2-14 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DO.1 A•• • •• 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 106 lb uplift at joint 1,108 lb uplift • ••• •• • • at joint 3 and 180 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)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job rues rues Type y GENTILES SERVICES 0013 16A18 V16 Valley 7:1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,TONY SIERRA 8.000 s Jan 15 2016 MTek Industries,Inc. Mon Jun 13 16:57:59 2016 Page 1 ID:KaxvbwyEK9kTEEOpggflSvzvUf3-XU02ztm?VyUOTOEzwXm_wKSEEhCROMxZXOdlzwz6euc 8-0-0 1640-0 8-00 800 Scale=1:25.4 2.00 12 4x5= 2 77 1-2 2§4 No N12 6-41 2-5 20 0. 0-8-15 1 3 30= 8 5 4 9 30= 20 11 30= 16-0-0 16-0-0 Plate Offsets(X Y)- [2:0-2-8,0-2-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) l/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) rda - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.69 Vert(TL) n/a - r✓a 999 BCLL 0.0 Rep Stns Incr YES WB 0.13 Horz(TL) 0.00 3 rJa n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:44 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-"oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer installation guide. REACTIONS. (lb/size) 1=286/164)-0 (min.0-1-10),3=286/16-0-0 (min.0-1-10),5=800/1640-0 (min.0-1-10) Max Horz 1=38(LC 7) 0000••• Max Uplittl-1 56(LC 7),3-159(LC 8),5—265(LC 5) • •••• **a*:* Max Grav 1�27(LC 18),3 •=327(LC 20),5=800(LC 1) .0. •• • ••• • as FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 000:0* •• •••••• WEBS 2-5=-003/359 •••••• • • • •••• •••• • • NOTES- • • • • 1)Unbalanced roof live loads have been considered for this design. •••• *000 ••:••• 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;HVHZ;TCDL=9.Opsf;BCDL--6.Opsf;h_-1 Oft;Cat.II;Exp CMF.,*; :000:0 ••••• GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)1-9-2 to 4-9-2,Interior(1)4-9-2 to 11-2-14,Exterior(2)1#4-14• • •••••• to 14-2-14 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber •0.0 0• . .• 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 156 Ib uplift at joint 1,159 Ib uplift •••• at joint 3 and 265 Ib uplift at joint 5. 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)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job TrussTruss Type Cfty Ply GENTILES SERVICES 0014 16A18 V20 GABLE 1 1 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL,TONY SIERRA 8.000 s Jan 15 2016 MiTek Industries,Inc. Mon Jun 13 16:58:00 2016 Page 1 ID:KaxvbwyEK9kTEEOpggfl5vzvUf3-?gaOBDneGFdt4YpAUEHDTYhVS4c?7gJjm2NsVNz6eub 10-0-0 20-0-0 10-0-0 10-0-0 Scale:3/8"=1' 2.00 12 4x5= 3 2x4 11 42x4 11 g 1-3 2x4 Flo N0.2 8-4-6 10 3-7 20 4o 31-0-15 1 .30-5-4 4-6 2x4 5 3x4- 11 8 12 7 13 6 14 3x4= 20 11 54= 20 11 20-0-0 20-0-0 Plate Offsets(),Y)- [7:0-3-0,0-3-0] LOADING(psf) SPACING- 240-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.32 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.42 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 5 r✓a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:58 Ib 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 2040-0. *000 • • (Ib)- Max Horz 1=50(LC 7) • • •••• •••••• Max Uplift All uplift 100 Ib or less at joint(s)1,5 except 7=107(LC 5),8=289(LC 7),6_289(!_C 8) • • • • Max Grav All reactions 250 Ib or less at joint(s)except 1=283(LC 20),5=283(LC 24),7=370(LC 22),8=546(LC•• • •••• ; •• 12),6=546(LC13) •••••• •• •••••• • FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. •••••• WEBS 3-7=300/156,2-8----441/334,4-6=-441/334 • •••• •••••• • • •••• •••• • •• NOTES- •••••• • • 0000••:••• 1)Unbalanced roof live loads have been considered for this design. • • :*0966 ...... 2Wind:ASCE 7-10;Vult=175m h(3-secondgust)Vasd=136m h;HVHZ;TCDL-9.0 sf;BCDL 6.0Pte;h=1 O ;Cat 11;Ex C;Encl., GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)1-9-2 to 4-9.2,Interior(1)4-9-2 to 15-2-14,Exterior(2):M-621%; • '• to 18-2-14 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 • • i ••• • • 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 100 Ib uplift at joint(s)1,5 except (it--Ib)7=107,8=289,6=289. 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)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard JANUARY 1. 2009 WEB BRACING RECOMMENDATIONS ST-WEBBRACE R Mi I ek Industries.Chesterfield.MO Page I of 1 MAXIMUM TRUSS WEB FORCE(lbs.)(See note 7) X,-BRACE 24'0.C. 48"O.C. 72"O.C. SAY SIZ- -BRACING MATE.RIAL TYPE BRACING MATERIAL TYPE BRAC.ING MATERIAL, . TYPE MiTek Industries.Inc. I A B C D A B C D C D ]610 1886 1886 Z629 12'-G" 1342 1572 1572 235e 3143 3143 4715 1 4715 70074 14'-0' 1*1 50 1,347 1347 2021 16'-rj' 1006 i 1 1-9 1179 1768 2358 2358 3536 1 IT-0, 894 1048 1048 1572 3143 4715 20'-0" 805 943 943 1414 1886 1886 2829 size shall be measured in between the centers of a pair of diagonals or x-bracing. TYPE GENERAL NOTES BRACING MATERIALS i DIAGONAL SPACING IS REGA.-IRE1.0 70 TRANSFER THE:UmuLA-mrt LATERAL BRACE;zOPCE INTO THE ROOF AND:OR CEILING DIAPHRAGM THE DIAPHRAGM IS TO BE DESIGNED BY A OUALIFFC PROFESSIONAL 1 X-A IND.45 SYP 2.THESE CALCULATIONS ARE BASED ON LATERAL BRACE CARRYING 26 OF THE WEB FCACE. A -OR- 3. DIAGONAL SPACING MATERIAL MUST BE SAME SIZE AILD GRADE OR BET--ER.AS THE LATERAL BRACE MLATFRIALAND SHALL BE INSTALLED IN SUCH A MANNER THAT IT INTERSECTS WEB MEMBERS I X 4 A2 SRB(DF,HF,SPF) AT APPROX.45 DEGREEEA140 SHALL BE NAILED AT EACH END AND EACH NTERMIFOLATE-PUSS WITH 2.8d I -,FOR 2x3 anc 2Y4 BRACES.AND 3-IOC{0:3i'6't FOP.24 BRACES. . CZ'F'-R!"BRACES,2 !'x 3 .0131, 3 -------- ------ 4 CONNECT LATERAL BRACE TO EACH TRUSS WITH 2.8010.!3:'X2.5-'NAILS FOR 1A LATERAL BRACES 2-IDC(C 131,-4-,NAILS POP 24 and 2r4 LATERAL BRACES.AJ40 3-100(0,13!-4-)FOP M LATERAL BP ACES B 2 X 3#3,STD.CONST(SPF,DF,HF,OR SYP) 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 BRACING OF METAL PLATE CONNECTED WOOD TRUSSES AND BCS1 1-03 C 2 X A 93.STD.CONST:SPF.DF,HF,OR SWI DSB 99 TEMPORARY BRAC 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 ym w0o7V=zom and www qwm.org D 2 X 6#3 OR BETTER iSPF.DF.HF.OR SYPi T REPrR To SPECIFIC TRUSS DESIGN DRAWING POP WEB MEMBER FORCE. TABULATED VALUES ARE BASED 014 A DOL. 1.15 FOR STABILIZERS: R A SPACING OF 24'0 C CNLY M17EK'S7ABIL1ZE=rIz-R-I JSS SPACING SSS—MS CAN BE a SUBSIT-UT50 FOR TYPE A IL C AND D BRACING MA—,EZZ cqLss-RACING FOP S-A L E S ARE TO BE PROVIDED AT EAY SIZE INDICA-ED ABOVE.0.'HFRE DIAPHRAGM SPACING IS RECUIRED AT-ITCH-PEAKS.STABILIZERS MAY BE RE-LACED W% WOOD BLOCKr1G.SEE'STABILEZER- TRUSS 5-�6.4G INSTALLATION GJIDE AN'-9COUC7 S`PFCIFICA7r-". DIAGONAL BRACE CONTINUOUS LA,=RAL BRACE • 2.1 Od NAILS tSEE NO—it 41 •••••• 00 00 0 0 0 a 000900 : JO ) 000*0 -!WkRTIN.§Z Consulting Engine I/ ral Horizontal Blocking . I 24 X-BRACING,REQUIRED FOR.72'O.C) Hi I L FOR 24'AND 48'0.C.SINGLE DAGONA:-IS SUFFICIENT. (One leg of X-bracing shown dashed for drawing clarity. (305) 667- This leg Will require horizontal blocking RUSS WES next to the top and bottom chord so it attaches to the brace plane.) MEMBERS Florida P.E. 031509) This information is provided as a recommendation to assist in the requirement for permanent bracing or 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. JANUARY 1, 2009 T-BRACE / I-BRACE DETAIL ST - T-BRACE MiTek Industnes.Chesterfield.MO Page 1 of 1 Note:T-Bracing/ I-Bracing to be used when continuous lateral bracing is impractical.T-Brace/I-Brace must cover 90%of web length. Note:This detail NOT to be used to convert T-Brace I-Brace MiTek Industries.Inc. webs to continuous lateral braced webs. Nailing Pattern Brace Size T-Brace size Nail Size Nail Spacing for One-Ply Truss 1x4 or 1x6 10d 8_"o c ....... 2x4o r 2x6 or 2x8 16d 8"o.c. Specified Continuous Rows of Lateral Bracing Note: Nail along entire length of T-Brace. I-Brace Web Size 1 2 (On Two-Ply's Nail to Both Plies) 2x3 or 2x4 1 x4(') T-Brace 1 x4(`) I-Brace 2x6 1x6(')T-Brace 2x6 I-Brace ------------------ 2x8 2x8 T-Brace 2x81-Brace Nails - Brace Size for Two-Ply Truss Specified Continuous Rows of Lateral Bracing SPACING ---- --- - -- --- - - Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I-Brace WEB 2x6 2x6 T_Brace 2x6I-Brace 2x8 2x8 T-Brace 2x8 I-Brace T-BRACE • • 0000 0000•• +0000• •• 0000•• - 0000•• • • • 0000 0000 • • •••• 0100 •0600 0000•• • • 0+000 Nails Section Detail ...... etailJdSEP • •••••• ural • Consulting Elgin •• T-Brace 24 E. 6666 6666.. Hial L 330 ..._.. :....: Web Ph (',1b5)'667-6." .•• orida P.E. 0315M • Nails 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 1 x6 SYP braces must be stress Web I-Brace 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 1 X_bracing material,use IND 45 for T-Braceil-Brace Nails For SYP truss lumber grades up to#1 with 1 X_bracing material,use IND 55 for T-Brace/I Brace. . J ' T-0" CORNET SET CORNERJACK COMMON JACK TYP.—\ I L�C-ILL��,j i \ / I _ i ♦ II END JACK PARTIAL ROOF LAYOUT TOP CHORD CONNECTION ail design loads: CONER JACKS-USP(2) MP3 (ACCORDING TO NATIONAL DESIGN SPEC.) T-0"JACKS-USP(2)MP3 OR GROUP II SPECIES(S.P.) 5-0"JACKS-(2)8d NAILS d COMMON NAILS=78 lbs(SHEAR) T-0"JACKS-(2)8d NAILS 10d COMMON NAILS=94 lbs(SHEAR) 1'-0"JACKS-(2)8d NAILS SP HANGERS DESIGN LOADS (ACCORDING TO MIAMI DADE BUILDING CODE COMPLIANCE OFFICE/PRODUCT ONTROL DEVISION) 2 RT3 HURRICANE CLIP-366 lbs(UPLIFT 100%)W/(8)8d x 1-1/2"N.O.A.No.07-0306.10 MIN.P=1.4 12 CLPBF BUTTERFLY HANGER=367 lbs(UPLIFT 100%&DNWRD w/(15)6d N.O.A No. MAX.P=6.5 8-0208-.07 KH26 UR=870 lbs UPLIFT/900 lbs REACTION (UPLIFT 100%DNWRD)W/(12)16d N.O.A. No.07-0214.20 JC26=1975 lbs UPLIFT/2020 lbs REACTION(UPLIFT 100%DNWRD)0/1M 6d N.O.A.No. 7021420 • • •••• •••• • 1 3 3'0" BOTTOM CHORD CONNECTION MAXIMUN ALLOWABLE LOADS: •••••• •• •••• • JACK SIZE CONER JACKS-SKH26 LIR OR HJC26 000000 • • • MAX I T-0"JACKS-USP(2)MP3 T.C.NOTE2 CORNER JACK T-0" " 3'- " 1'-0"•••• 5'-0"JACKS-(2)8d NAILS UPLIFT(100%) 365 lbs 365 lbs •NAILS• NPIILS • NAILS T-0"JACKS-(2)8d NAILS ROOF(125%) 365 lbs 365 lbs "M NAIL?•• NAILS•:• • 1'-0"JACKS-(2)8d NAILS 00:69: • • •••• T.C.NOTE2 CORNER JACK T-0" •d'-0•• 3'10"•••• 1'-0-0000 • j UPLIFT(100%) 870 lbs U/1975 lbs R 367 lbs •NAIL&* NAILS* NAILS • NOTE: ROOF(125%) 900 lbs U/2020 lbs R 1170 lbs NABS: NgJLS • NAIL49,•• • COMMON JACK : ••• :06066 :•••.: THIS DESIGN HAS BEEN CHECKED FOR 175 MPH • • • WINF•LOAD.WALL HGT.30'MAX PROVIDE •• • FOR UPLIFT AT BEARING WALL CONNECTIONS 925 lbs LUMBER STRESS INCREASE 1.33 ,,,p�tiuMt nry�I�i PLATE STESS INCREASE: MINIMUM GRADE OF LUMBER (ODADING LL T-0" 2x4 No.2 SP TOP 30.0 I BLORIDA UILDING T-0" 2x4 No.2 SP BOTTOM 10.0 I CODE 2014 STATE OF WEB 2x4 No.3 SP 1 SPACING 24"O.C. ��,�.A TRUSS CONNECTORS 7-30-15 GC/JMM za;rp aeffluklulp . v • • 1 • • • • • • w• • • • • • GENERAL NOTES NOTES GENERALES HOISTING AND PLACEMENT OF TRUSS BUNDLES STEPS TO SETTING TRUSSES RESTRAINT&BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES RECOMENDACIONES PARA LEVANTAR PA UETES DE TRUSSES LAS MEDIDAS DE LA INSTALACIDN DE LOS TRUSSES RESTRICCION YARRIOSTRE PARA TRUSSES DE CUERDAS PARALEL4S 3X2 Y 4X1 Trusses are not marked in any way to identify the Cos trusses no estan ntarcados de nirgun cion que Q _ 10'(3 m)or Diagonal bracing Repeat diagonal bracing frequency or location of temporary lateral restraint identifiquela frecuencia olocalizacion de restriccion lateral DON'T overload the crane. 1 Install round bracing.2 Set first truss and attach secure) to round bracing.3 Set next 4 • Refer to 15'(4.6 m)' every 15 truss spaces 30' and diagonal bracing.Follow the recommendations yarriostredia diagonal tem orales.Use las recomendaciones ) g g' ) Y 9 g' ) g g' g P trusses with short member temporary lateral restraint(see below).4)Install top chord diagonal r.r s I-K***for more � _ / (9.1 m)max. _ for handling,installing and temporary restraining to musses.instalacion,restriction yarrde Buenatemporal de NO sobrecargue la grin. bracing see below 5 Install web member lane diagonal bracing to stabilize the first five information. < � and bracing of trusses.Refer to='rr?-Guide to los trusses.Vea el folleto -Gula de BPractica g( )� ) p g g 4 Good Practice for Handling Installing Restraining para el hlanejo.Instalacion.Restriction yArriostre de los � NEVER use banding to lift a bundle. trusses(see below).6)Install bottom chord temporary lateral restraint and diagonal bracing(see Vea el resumen &Bracin.of, of Metal Plate Connected Wood Trusses de Madera Conectados con Placas de Metal y* NUNCA use las ataduras para levantar un paquete. below).7)Repeat process with groups of four trusses until all trusses are set. para mos informaci[in. __ Trusses***for more detailed information. Para information mas dertallada. 1)Instate IDS arriostres de Cierra.2)Instate e/primero truss y ate seguramente at arriostre de A single lift point may be used for bundles of tierra.3 Instate los roximos 4 trusses con restriction lateral temporal de miembro corto vea � -� Truss Design Drawings may specify locations of Los dibulo_de disefro de los trusses pueden especificar top chord pitch trusses up to 45' 13.7 m and ) p ( Apply diagonal brace to vertical permanent lateral restraint or reinforcement for las localizations de restriction lateral permanente 0 P ( ) abajo).4)Instate e/arriostre diagonal de la cuerda superior(vea abajo).5)Instate arriostre webs at end of cantilever and at _ parallel chord trusses up to 30'(9.1 m). n t individual truss members. Refer to the _75: refuerzo en los mfembros individuates del[mss. Vea la diagonal para los p/anos de los miembros secundanos para estabi/ice les primeros cinco trusses bearing locations. All lateral restraints B3***for more information.All other permanent hoja resumen para mas information. EI Use at least two lift points for bundles of top A Do not over load supporting (vea abajo).6)Insta/e/a restriction lateral temporal y arriostre diagonal para la cuerda inferior 8 �- chord pitch trusses up to 60'(18.3 m)and paral- lapped at least two trusses. bracing design is the responsibility of the building resto de los disenos de arriostres permanentes son la structure with truss bundle. (vea abajo).7)Repita este procedimiento en grupos de cuatro trusses hasta que coags los o designer. responsabitidad del disefiador del edificio. lel chord trusses up to 45'(13.7 m).Use at least trusses esten instalados. 'Top chord temporary lateral restraint spacing shall be 10'(3 m)o.c.max.for 3x2 chords three lift points for bundles of top chord pitch No sobrecargue la and 11'(4.6 m)o.c.for 42 chords. trusses>60'(18.3m)and parallel chord trusses estructura apoyada con el paquete de 1701M Refer to EC ***for more information. INSTALLING - INSTALACtON A >45'(13.7 m). trusses. Vea el resumen _"' L'** para mas information. Out-of-Plane The consequences of improper handling,erecting,installing,restraining Puede usar un solo lugar de levantar para pa- 13 Place truss bundles in stable position. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES t and bracing can result in a collapse of the quetes de trusses de la cuerda superior hasta 45' RESTRICCION/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES Tolerances for a Fue a-de-. Out of-Plumb Max.Bow Truss Length i- esta paquetes de trusses en ung position Tolerancias para Fuera-de-Plano. structure,or worse,serious personal injury s y trusses de cuerdas para/elas de 30'o menos. -- D150 D 12.5' • Use por to menos dos puntos de levantar con listable. This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses Max.Bow^ (n•) ( m) (3.8 m) Or death. - v� r,�-Length-� �-�•� :- grupos de trusses de cuerda superior inclinada (PCTs).See top of next column for temporary restraint and bracing of PCTs. �-_-_---_ .-__-_.__ _ ___f_.-_;t t/q• t' 7/60 14 6' r EI resultado de un mane o, ° f' �� d' 1 hasta 60' trusses de cuerdas aralelas hasta • 6 to (0.3 m) •(t2�tm) 5•ml• • levantamiento,instalacion,restriction arnsotre ` y p Este metodo de restriccion y arriostre es para todo trusses excepto trusses de cuerdas paratelas Max.Bow Lengm-► Y {t 45:Use por to menos dos puntos de levantar can grupos de trusses de cuerda superior inclinada • t/2' 2' • t^• 16.7' • (PCTs)3x2 y 4x2.Vea/a parte superior de la columna para/a restriccion y arriostre temporal de PCTs. Max.Bow incorrecto puede ser la caida de la estructura o +► 'T•' mas de 60'y trusses de cuerdas paralelas mas de 45: o ?i 3 mr[R) (o 6 m) ( �) (5 1 m) gun peor,heridos o muertos. -....:..�------------- =- • •tiY'• 3' A 1)TOP CHORD-LUERDA SUPERIOR n , �-Length ►�- plumb (t�mm) (0.9 m) (29 mm) (5 m) Exercise care when removing MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES It,R 4' -1/4" 20.•'•+ banding and handling trusses to avoid Truss Span Top Chord Temporary Lateral Restraint(TCTLR)Spacing RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES Tolerances for damaging trusses and prevent injury.Wear - --- Longitud de Tramo Espaciamiento del Arriostre Temporal de la Cuerda Superior ) (t2 m ilm) (2 m) 9 9 P j Y ---- � Out-of-Plumb. • 1-t/a'• 5' t-3/8• 2y g•• personal protective equipment for the eyes, �� Up to 30' r3•J AM) (7. m Using a single pick-point at the peak can damage the truss. 10'(3 m)D.C.max. Tolerancias Para D/50 max (•3ff•n) (1.5 m feet,hands and head when working with _ _ (9.1 m) l 1/2- 6- 2i.�•• trusses. EI use de un solo lu ar en el ico Para levantar puede y 60 or less Fuera-de-Plomada. • 1 9 P P P \ 30'(9.1 m)- $'m (1.8 m) i3�■•) (7.6 m) hater dano at truss. 8'(2.4 m)O.C.max. 1 i/• 7 1 3/4 2 Utilice cautela at quitar las ataduras - _-1::__=--- _- / 45'(13.7 m) • <`'` CONSTRUCTION LOADING (45 mm) (2.1 m) (4 mm) (8.9 m) 1.7 o los pedazos de metal de sujetar para evitar dano a 45'(13.7 m)- 6'(1.8 m)D.C.max. CARGA DE CONSTRUCCION • r >_B' 2" ?33.3' • los trusses y prevenir la herida personal. Lleve ] F gpprox v2 y�-- 60'(18.3 m) • (51 mm (?2.a m) (5t •R) (t0�►n)•a l el equipo protectivo personal para ojos,pies, A - % truss length � DO NOT proceed with construction until all lateral 00000. Use Utilice Tagl,ne 60'(18.3 m)- 4'(1.2 m o.c.max. manos y cabeza cuando trabaja con trusses. - - -__ T asses uP To 3D'(gam) 80'(24.4 m * ( ) restraint and bracing is securely and properly in pace. • aximum Stack Heigl*•• • special care in cuidado especial en RUSSSE5 HASTA'(PIES ) • • • fq♦ya�e►aI on Trusses windy weather or dias ventosos o cerca NO proceda con la construction hasta que todas)asrWt6tic-• I 'Consult a Registered Design Professional for trusses longer than 60'(18.3 m). n ar power lines de cables electricos o Attach clones laterales y los arriostres listen colocados en forma M�e•jaj • Height /. Locate spreader bar to.t3 m) 'Consulte a un Professional Registrado de Diseno para trusses mas a d airports. de aeropuertos. apropiada y Segura. I �eader bar above or stiffback o c.max. de 60 pies. � Gypsum Board 12"(305 mm) 1 .i mid-height - DO NOT exceed maximum stack heights.Refer to_.CS i ca**• / r? ` Toe 11 .i Toe-in See RC S. for TCfLRo tions g a ,> } -►�� j ,i r- I p for more information. Plywood or osis ts•'(406 mm) ••-_-:,� S (, I _- _ -_ _ ®+ Veael .r.S;:-3= **para las opciones de TCTLR. --j - ' Spreader bar L2 col, Y p.I T` _ NO exceda las alturas maximas de monton.Vea el resumen Asphalt Shingles 2 bundles _ Sprea er bar -► �^ jr 2r3 buss)engin „** 3 5?-Es ***para mas information. 0 for tru s I Taghne - Spreader bar 2/3 to Refer to 3C_-_-.a2' for A Concrete Block B"(203 mm) 1 TRI:_$E5 Ur TO 60•(18.3 m)_� �- -► f�\ / 3/0 buss)engin Gable End Frame restraint bracin 4 a-+ T°.U5�,=5 HAS7A 6D PIES � g� A HANDLING - Tagline reinforcement information. <45 Clay Tile 3-4 tiles high 7 'BUSSES UP TO ANO 1.1 R 60'(18.3 m) c n � C ' TRUSSES HASTA Y$OBRE 60 PIE$ --► Para information sobre restriccion/ / TCTLR 0 MANEJO " `�� arriostre/refuerzo Para Armazones _ =_ Hold each truss in position with the erection equipment until top chord temporary lateral restraint Hastiales vea el resumen is installed and the truss is fastened to the bearing points. 10"or> NEVER stack materials near a peak or at mid-span. Avoid lateral bending. Note:Ground bracing not shown for clarity. NUNCA amontone los materiales cerca de un pito. Use prope ri Use equipo apropiado Sostenga coda truss en position con equipo de grua hasta que/a restriccion lateral temporal de la _ Truss attachment ! - Evite la flexion lateral. P P 9 ging and hoisting para levantar a cuerda superior este instalado y el truss lista asegurado en los soportes. ... Repeat diagonal braces for each set o1`4 trusses. required at supports) � DO NOT overload small groups or single trusses. The contractor is responsible for equipment. improvisar. Repita los arrisotres diagonales para cada grupo de 4 trusses. Section A-A NO sobrecargue pequenos grupos o trusses individuales. - properly receiving,unloading and storing INSTALLATION OF SINGLE TRUSSES BY HAND 2)WEB MEMBER PLANE-PLANO DE LOS MIEMBROS SECUNDARIOS the trusses at the jobsite.Unload trusses to RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES Place loads over as many trusses as possible. • m Coloque las cargos sobre tantos trusses too sea y smooth surface to prevent damage. POR LA MANO ® LATERAL RESTRAINT&DIAGONAL BRACING ARE posib/e. EI contratista bene la responsabilidad de - VERY IMPORTANT w> recibir,descargar y a/macenar adercuadamente _ • Trusses 20' __ Trusses 30' tt Position loads over load bearing walls. los trusses en la obra.Descargue los trusses en (6.1 m)or (9.1 m)or \- r / ILA RESTRICCION LATERAL Y EL ARRIOSTRE DIAGONAL Coloque las cargas sobre las Paredes soportantes. la tierra liso para prevenir e/dano. less,support less,support at SON MUY IMPORTANTES! PP PP Diagonal near peak. quarter points. 3> bracin CUR splice reinforcement ALTERATIONS-ALTERACIONES g Truss Member Refer to *y* Truss bracing not shown for clarity, Soporte Soporte de CLR cerca at pito los cuartos - Vea el resumen los trusses Trusses u to 20' � de tramo los F Trusses up to 30' � Web members 6.1 m / G DO NOT cut,alter,or drill any structural member of a truss unless -y 1>: de ZO pies o I E ( p) trusses de 30 (9.1 m) <_45o z ® DO NOT store NO almacene menos. es o menos. Trusses hasta 30 les specifically permitted by the truss design drawing. - i Trusses hasta 20 pies P P unbraced bundles verticalmente los ` I NO Corte,altere o perfore ning6n miembro estructural de un truss, _ - ¢ E upright. trusses sueltos. g TEMPORARY RESTRAINT & BRACING A a menos que este especificamente permitido en el dibujo del diseno / Trusses may be unloaded directly on the ground Bottom del truss. at the time of delivery or stored temporarily inRESTRICCION Y ARRIOSTRE TEMPORAL / chords Minimum 2'2x Scab block Man- contact with the ground after delivery.If trusses centered over splice Alach Trusses that have been overloaded during construction or altered without the Truss Man are to be stored for more than one week,place • I Diagonal braces to CUR with minimum 8-16d ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. blocking of sufficient height beneath the stack Refer to _ "for mere Top Chord Temporary every 10 truss spaces 10135x3.5'1 falls each side of trusses at 8'(2.4 m)to 10'(3 m)on-center information. Lateral Restraint 20'(6.1 m)max. of splice or as specified by the Trusses que se han sobrecargado durance la construction o han sido alterados sin la autor- (o.C.). *. 10'(3 m)-15'(4.6 m)max. Building Designer eacidn previa del Fabricante de Trusses,pueden hater nulo sin efecto la arantia limitada del Vea el resumen para mas infor- (TCTLR)min. P Y 9 +• 2x4 min. Same spacing as bottom Note:Some chord and web members SECTION A-A Fabricante de Trusses. Los trusses pueden ser descargados direcramente ` macion. chord lateral restraint not shown for clarity. en el suelo en aquel momento de entrega 0 a/macenados temporalmente en contacro con el -'*- . Locate ground braces for first truss directly I 3)BOTTOM CHORD-CUERDA INFERIOR OEM..41 "'Contact the Component Manufacturer for more information or consult a Registered Design Professional for assistance. suelo despues de entrega.Si los trusses estaran in line with all rows of top chord temporary I 1�Truss to mev,a non-printing PCF of this document,visit sbandustry.com/bl. guardados para mas de ung semana,ponga lateral restraint(see table in the next column). C I Lateral Restraints-2x4x12'or u Member NOTE:The truss manufacturer and truss designer rely on the presumption that the contrattcr and crane operator of applicable)are b/oqueando de altura suhcienre detras de la pita DO NOT store on NO almacene en tierra l greater lapped Over two trusses,. professionals vam me capabx,ry to undertake the work they have agreed to do on any given project.If the coctmaor believes a needs de toe trusses d lura s 10 pies de centro a pit. Coloque los arriostres de tierra para el primer =90 ` assistance,n some aspen of the construction project,it should see,assistance from a competent party.The m tr*ds and procedures ( or CLR splice reinforce- Note:Some chord catered,n this document are intended to ensure that the overall construction techniques empoeed..I]put the trusses into plate sAFELr uneven ground. de5iguah . truss directamente en linea con cada Una de merit. I hese recommendations for ranang,installing,restraining and bracing trusses are based upon the collect.ve experience of leading For trusses stored for more than one week,cover and web members las filas de resthccidn lateral temporal de la personnel rnolved with truss design,manufacture and installation,but must,due to the nawre of respcnsichues inked,be presented bundles to protect fiom the en,irenment. Brace Inst Truss Bottom not shown for Gory as a GUIDE for use b;a qualified budding devgner or contractor.It,s not intended era:these reccmmendaeons reinterpreted as cuerda superior(vea la tabla en/a Proxima �� < superior to the bmld.n west s e g,restranng and bang trusses and a aces not preduee the E--securely before chords - clarity. g goer esgr speig,br-r ro and prong,installing, Para trusses guardados Por mas de ung semana, columna). use cf dmr equivalent methods for resbaned by the and provgng st SECA for theI ea p,coNmns,floors,rods and an the interrelated erection of additional snuaural buad�n tom•n cubra los paquetes para proteaerlo;del ambience. _ g ,N ants, r rehanceo by the Mmmercr.Thus,and in and TPI cont.n.- tis-n. isn.any responsibn,ry for damages "'•` DO NOT walk On '� IfU9525. � �� /\ ansng from(tie use,apphcacpn,or reliance on the recemmec^_abpns and nformauon untamed ne2in. Refer to E: for more detailed information .._. -_ '� !� - unbraced trusses. \ G� pertaining to handling and)obsite storage of trusses. T NO Gamine en trusses % Diagonal braces every 10 � e ry ,x-•• a c p sueltos. -- - truss spaces 20'(6.1 m)max. �� Vea el folleto "'para informanon mas deal- _ - - v-i wnoatsuam�xot TRUSS PLATE INSTITUTE dada sobre 21 manejg j alma:enau"0 e2 lv'S[rpc<ee t - 10'(3 m)-15'(4.6 m)max. 53CU Enterprise Lane•I4atlisoc,l7!53719 278 N.LE 5C,S=.312•Alexantlna,VF 223H b09'274-4849•sbclncus;ry.com ;703693-1010•tpinst.org en area de trabajo. BI WARN 11x17 130318 pipliql1piq lip 11�!1111111 F7 A170711i • - • I • r - • - I :,• ♦ 7p - ♦ - 11 I - 1 • II ♦ • ♦ ♦ - 11 • j- •1• 1 1 ♦ ♦ 1 - • -5 FF • ♦ ♦ - TRIO DESIGN CONSULTANTS PIN PILES REVIEWED ❑ RESUBMIT HELICAL PILES REVIEWED AS NOTED ❑ REJECTED Rv'*"W'N C-V%e "I ft"W&ft C".d D.-.ft ftM—of E4410Dr"Wk&&-w 004,a ft".Jon i a y J.L.U. ftw1M*M,"Off"NiOrS.ftW bW PW au in""w ev um or is- Nmi Woo PJP*dm&WOWN 004 The Saxortractw i.mly W"g*W Enterprises Inc. dev"OM 1� ft CmUtucbm Domvwft. va-team & 10%W&MMOM fabrimion mown irdwmebm,mmm, 3360 NW 69 Street,Miami, FL 33147 """4"'. seqmvm owwwwon 700*dwn & Y DAVID B. D. 6/30/16 R 0 OGERS Submittal: 1411 Diameter Auger cast pi;:: Rein orcing steel It June 1 ,2016 Cage submittal prepared in accordance to Structural plans Sheet S-5.0. And Geotechnical recommendation by Dynater-h engineering, report dated 1-23-13- 14" auger pile 25 R below&Lade, 35 tons. Contractor: JJF 2 ft rebar embedment into GB a. Top 24" of cage NO hoops Project: 9301 N.Bayshore dr. Miami Shores,FI. #3-6" Square ties v. 6-#5 bar -IF-ft) w/Standard over lap 1-#7 center 4mr(27ft)* Ties: #3 @ 6"on center. [W I LM Cage will be-24 Io;FerAan :*0000 fif of*25 ft btl4kgradL drill de; 31' Coverage min. Typical 14"Auger Bottom 5 ft of cage,NO hoops cast compression pile to allow for cage closure/ With 5000 PSI grout Rack tie. Pile tip: 25 ft below grade FAM REBAM FM EAM CF--_ MTAUA'nQN All reinforcing steel shall conform with lateFASTM A-615, FYe60 DATI F VE JUL 0 120% A 4 0 ? A (,F-WH H ALL 412FIVAL I Y I ''I 1_" A B V.1 NO RFGLI AI m:s BUILDING RELATIONSHIPS FOR OVER 25 YEARS A —� CONCRETE January 21,2015 TRIO DESIGN CONSULTANTS ® REVIEWED ❑ RESUBMIT ❑ REVIEWED AS NOTED ❑ REJECTED Customer: JLU Enterprise,Inc. Reviewed for mr.pliance with the intent of the Cordract Documents. Review of Shop Drawings,Submittal Data, or Samples does riot imply approval of any deviations from the Contract Documents, unless deviations,or ornissions,have been pointed out in writing at the time of Project Name: submission and approved in writing at t`re time of review Nothing herein authorizes adcEorsl cost The Subcontractor is tdaly responsible for Address: deviations from the Construction Documents., Verification & conformance to field dimensions,fabrication process infom ation;means, methods, techniques, sequences, construction procedures 8 construction safety,eoordinztion of rVall work. BY DAVID B. Date 6/30/16 Dear:Juan ROGERS Adonel is pleased to submit the following concrete mix designs for the above referenced project: Product Code Design Strength Description Proposed Placement 500ACG 5000psi @,28 Days 5000psi Auger Cast Grout Auger Cast Grout 0000 Adonel Concrete has no knowledge or authority regarding where the mix is to be placed. Aerefoie,it is he. responsibility of the project architect,engineer,and/or contractor to insure that the above desiVejmix paranfat$rs of compressive strength,water-to-cement-ratio,cement content,and air content are appropriate fon the 0 • 0000.. environmental conditions(i.e.ACI-318 Chapter 4,and local Building Codes). ••" "" ' 0000 0000 0000. It is Adonel Concrete policy to statistically analyze cylinder test reports as a measureof Qu4it5`A&uranW"Tlid cementitious content in the design mixes is stated as a minimum Adonel Concrete reservesike fright to increase the • quantity. Adonel Concrete also reserves the right to adjust the aggregate weights to maintain design volump§. Please request the testing laboratory to include Adonel Concrete in their distribution for all cylinder test regents#)r this project. Thank you for the opportunity of supplying your ready-mix needs. Sincerely, A' 5r"&L X. � "Pq Xavier Vasquez Quality Control Manager Adonel Concrete 2101 NW I Ie Avenue,Miami,Florida 33172 Dade(305)392-5419/Broward(954)434-1245/Fax(305)599-2827 Adonel Concrete Compressive Strength History Adonel Product Code: 500ACG Description: 5000psi Auger Cast Grout fc @ 28 day: 5000 Moving Avg.: 3 Sample Slump 7 Day 28 Day 28-Day 7/28 Date in Comp psi Comp psi comp psi Ratio 07/05/13 9.25 4610 6020 0.77 07/05/13 10.25 4540 6200 0.73 06/05/13 10.00 4480 6250 6157 0.72 07/15/13 9.75 4630 6530 6327 0.71 07/15/13 9.75 4220 6265 6348 0.67 07/21/13 9.75 4010 5865 6220 0.68 07/28/13 9.50 4170 6065 6065 0.69 07/28/13 10.00 4260 5990 5973 0.71 08/07/13 10.25 4450 6330 6128 0.70 08/08/13 10.00 4660 6310 6210 0.74 08/13/13 9.25 4360 6270 6303 0.70 08/17/13 9.00 4459 6100 6227 0.93...' ...... 08/17/13 9.75 4369 6470 6280 ••• 0.68• •• 08/24/13 10.25 4520 6180 6250 "' '` 0.73 • 08/24/13 9.50 4790 6130 6260 �. . 0.75... 08/24/13 10.25 4660 6250 6187 •• • 0.75•••* ••••' 09/03/13 9.75 4780 6180 6187 ": `: 0.':7..:. '• • .. .. . ...... 09/06/13 8.50 4690 6230 6220 ...... 0.75 . .` 09/11/13 9.25 4790 6250 6220 0.1' ..;. '•"" 09/11/13 8.75 4640 5800 6093 : .`• 0.90 :•••• 09/14/13 9.75 4650 6229 6093 0.'�S.` : • 09/18/13 9.50 4160 6000 6010 0.69 11/02/13 10.25 4510 6040 6090 0.75 10/04/13 8.75 4240 6010 6017 0.71 11/16/13 9.50 4696 6325 6125 0.74 11/18/13 9.75 4400 5990 6108 0.73 11/23/13 10.50 4510 5835 6050 0.77 11/25/13 10.00 4640 6140 5988 0.76 12/01/13 8.50 4450 6170 6048 0.72 12/01/13 9.25 4400 6220 6177 0.71 Count 30 30 30 28 30 Average 9.62 4491 6155 6156 0.73 St.Dv, 0.54 203 171 105 0.03 Range 8.50 4010 5800 5973 0.67 10.50 4790 6530 6348 0.80 Miami Plant 1200 NW 137th Ave zzc G M G X Miami,F133182 Phone(305)229-2925 /FAX(305)229-2944 CEMENT MILL TEST REPORT Cement Identified as: AASHTO M85 TYPE 1/11;ASTM C150 TYPE 1/11 Date:August 11, 2014 Plant: Cemex Miami Cement Location:Miami,FL Production period:July, 2014 Silos:21,23,25,31,32,33,35,41,42,43,44,45,52,53,54,55,56,65,66 AASHTO M-85 ASTM C-160 STANDARO CHEMICAL REOUIRMENTs TEST RESULTS SPECIFICATiONa TYPE I TYPE N TYPE N(MH) (ASTM C114) Silicon Dioxide(St02)% 20.8 Minimum -- ---• -•-- Aluminum Oxide(AI203)% 4.9 Maximum -»- 6.0 610 Ferric Oxide(Fe203)% 3.7 Maximum ---- 6.0 6.0 Calcium Oxide(CaO)% 64.3 --- •-- --- Magnesium Oxide(MgO)% 1.0 Maximum 6.0 6.0 6.0 Sulfur Trioxide(S03)% 2.8 Maximum 3.5 3.0 3.0 Loss on Ignklon(LOI)% 1.75 Maximum 3 3 3 Insoluble Residue(IR)% 0,37 Maximum 0.75 0.75 0.75 Alkalies(Na20 equivalent)% 0.5 Maximum 0.60 0.60 0.60 Carbon Dioxide In cement(CO2)% 1.23 Limestone%In cement(ASTM C150 A2) 3.11 Maximum 5 6 5 CaCO3 In limestone%(2.274 x%CO2 LS) 90 Minimum 70 70 70 TrIcalclum Silicate(C3S)% 58 --- -»• --•- Tricalclum Aluminsto(C3A)% 7 Maximum - 8 8 TetracakHum Aluminoferrlte(C4AF)% 11 - •Y,0• (C3S+4.75 C3A) 90 Maximum 4112% •••••• C4AF+2C3A or C4AF+C2F % • • • see • PHYSICAL REOUIRMENT3 •••••• • •••••• • •••• •••• • • (ASTM C204)Blaine Fineness,cm2ig 3950 Minimum 2600 • �0:•• 261% •• • ••• (ASTM C204)Blaine Fineness,cm2lg 3950 Maximum 4300 • • •••••• • • ••••• (ASTM C191)Time of Setting(Vicat) '• Initial Set,minutes 120 Minimum 45 ••4t➢••• 45 • ' Final Set,minutes 225 Maximum 375 : 376 : 076 (ASTM C185)Air Content of Mortar% 8 Maximum 12 :. ve 1Z••. i (ASTM C151)Autoclave Expansion% •0.03 Maximum 0.80 0.80 0.6.0.• (ASTM C166)7 day Heat of Hydration coUg 75 Max.If specified (ASTM C109)Compressive Strength,psi(Mpa) 1 Day 2190 ( 15.1 ) - ---- ---- 3 Days 3760 ( 25.9 ) Minimum 1740(12.0) 1460(10.0) 1450110.0) 7 Days 4730 ( 32.6 ) Minimum 2760(19.0) 2470(17.0) 2470(17.0) (1) Blaine limits does not apply H Sum of C3S+4 75'C3A<-90 The data shown above is typical of the cement produced at Miami,FI and currently being shipped from this sib This Cement contains Limestone. Cemex hereby certifies that this cement meets or exceeds the chemical and physical specifications of: *' Assur x ASTM C-150 for Type I and Type I low alkali :ASTM 0-150 for Type 11 and Type II low alkalix AASHTO M-85 for Type I and Type I low alkali x AASHTO M-85 for Type II and Type II low alkali rello Manager Cemex is not responsible for the improper use or workmanship that may be associated with the use of this cement. 1 Miami Quarry 87-049 U11an 12201 N.W. ,25th Street Miami,FL 33182 U305-592-4100 Materials Company Product Quality Summary Report Monthly Averages Period 12/01/2014- 12/31/2014 Plant 1115-Miami Quarry 87-049 Product 104T 118T 153T 157T 189T 950T 9507 9517 24161#4 28641 SIB 52 28561S113 25291#57 28341#89 30581 30581 30451 FDOT(Code FDOT Code (Rice Rock) Stone FDOT Stone FDOT COMMERCIA CONCRETE ASPHALT 06)P1 52 Code 10 Code 17 L CONCRETE SCREENING SCREENING SCREENING FDOT Code FDOT Code 03 23 Specification Old targets #57 FLDOT 89 Commercial AASHTO M6 FLDOT Screenings Screenings 2"(50mm) 100.0 1 1/2"(37.5mm) 97.4 100.0 1"(25mm) 32.0 99.9 3/4"(19mm) 5.6 1/2"(12.5mm) 100.0 35.9 100.0 3/8"(9.5mm) 3.0 97.1 99.0 97.1 100.0 100.0 100.0 #4(4.75mm) 37.5 48.2 2.6 37.5 99.1 100.0 100.0 #8(2.36mm) 5.6 8.6 2.0 5.6 85.9 85.2 85.2 #16(1.18mm) 1.9 2.6 1.9 66.2 58.4 58.4 #30(0.6mm) 1.4 1.5 51.2 39e***. 39.2 . . . ...... #50(0.3mm) 1.2 1.2 36.4•�• : 25.9•.... 25.2 :' #100(0.15mm) 13.0..... 8.6 �.i 8.6..••• #200(75um) 0.880•:•• • ' 0 0 0' FM 5.55 6.99 5.55 2.400000o 2.840 •. 2.84 • .... .... ..... -#200(75um) 1.32 0.42 0.67 0.42 0::::.•:•. 1.0� 1.0�•;..' LA Abrasion(3,1000) 35 ..�..� :••••• .••••• LA Abrasion(6,500) 34.4 •••••• • LA Abrasion(C,500) 34.1 34.1 ' 0 ....:. •••••• Absorption 4.47 4.47 !• •• 3.30 0 0•. 3.30 SPGR(Dry,Gsb) 2.312 2.312 2.4& 2.455 SPGR(SSD) 2.416 2.416 2.536 2.536 SPGR(Apparent,Gsa) 2.579 2.579 2.672 2.672 aggQC 01/02/2015 Vulcan Materials Company Page: 1 of 2 EUCON LR mfµ WATER REDUCING/SET RETARDING ADMIXTURE `1 � • I EUCON LR is a water reducing and retarding admixture for concrete. This versatile admixture will help you produce predictable concrete and provide the right amount of retardation when it is required. EUCON LR shows improved finishing characteristics when compared to untreated concrete. EUCON LR contains no added chlorides and will not promote corrosion of steel. I • Flatwork concrete • Mass concrete • Architectural concrete • Bridge decks • General purpose ready mixed concrete • Hot weather concreting Plastic Concrete Hardened Concrete ._ • Improves finishability • Increases compressive strength • Improves workability • Reduces permeability • Reduces water requirement • Improves finished appearance • Extends setting times • Reduces shrinkage • Increases durability • Non staining ( , Full;10 ILIT-1 a 10 • , • I . . 0000 0000.. Perfomance Data •• •.. 1' i The following test results were achieved using typical ASTM C 494 mix designePm tirements, 5" lb/ye""' � (307 kg/m3) cement content and similar(± 0.5)%air content. •••••• 9 ' 0000.. 0 0009 • I ' These results were obtained under laboratory conditions with materials and mix design&000eting the spgg Ration; of ASTM C 494. Changes in materials and mix designs can affect the dosage respogge•9t�UCON LR.. 9 9..... .. .. . 0000.. . t 0000.. .. 0000 Eucon LR Compressl"Mmno Defy(psi) Eucon LR Sal Time Resub(hr.min) '9•' •Wkrnw X0.5®'cwt ■fth a @63Oftm I I sroo 0000 090 0:00 O' Ca erro 40 W �tr0 s 4= 4480' 3100 f:% I Oj CA) 3006 o ms O 2W 0i teoe 1:12 I CA), O' • em O sar 70" an" I 1 I The Euclid Chemical Company ( 19218 Redwood Rd. •Cleveland,OH 44110 An Company U` Phone: [216]531-9222•Toll-free: [800]321-7628•Fax: [216]531-9596 www.euclidchemical.com �» EUCON LR is packaged in bulk,275 gal (1041 L)totes,55 gal (208 L)drums,and 5 gal (18.9 L) pails. I 1 year in original, unopened package. I • EUCON LR meets or exceeds the requirements of: • ASTM C 494,Type A and Type D • AASHTO M 194 • ANSI/NSF STD 61 registered 1IRWIN • EUCON LR is normally used at dosages of 3 to 10 oz per 100 Ib (200 to 650 ml per 100 kg) of cementitious material, de-pending on the application. Higher dosages are acceptable with prior testing and confirmation of the desired performance with specific materials being used. EUCON LR should be added to the initial batch water of the concrete mixture.Do not dispense onto dry cement. • Care should be taken to maintain EUCON LR above freezing; however,freezing and subsequent thawing will not harm the material if thoroughly agitated.Never agitate with air or an air lance. • Add to mix independent of other admixtures. .•"� • Y000 0000.. • In all cases,consult the Material Safety Data Sheet before use. • 0000.. 0000.. . 0000 0000 . . 0000 0000 0000. 00.00. 0000. 0000.. .• .. 0000.. 0000.. e 00 . . e 0 .e"e". 0000 . e . 0000.. 00 0 0000 0 0 0 00 Y f Rev.10.10 WARRANTY.The Euclid Chemical Company CEucfidw)solely and expressly warrants that its products shall be free from deeds in materials and wodenwahip for one(1)yew from the date of purchase.Unless authorized in writing by an officer of Euclid,no other representations or statements made by Euclid or its representatives,in writing or orally,shall alter this warranty.EUCLID MAKES NO WARRANTIES,IMPLIED OR OTHERWISE, AS TO THE MERCHANTABILITY OR FITNESS FOR ORDINARY OR PARTICULAR PURPOSES OF ITS PRODUCTS AND EXCLUDES THE SAME.If any Euclid product falls to conform with Thi wanardy,Euclid will replace the product at no cast to Buyer.Replacement of any product sial be the sole and exclusive remedy available and buyer stall have no dean for irwidental or consequential damages.Any warranty dam must be made within one(1)yuan from the date of the claimed breach.Euclid does not authorize anyone on its behalf to make any written or oral statements which in arty way after Euclid's Installation Information or iratrtrctiora In its product literature or on its pacicaging labels.Any installation of Euclid products which fats to conform with such action information or Instructions stall void this warrardy.Product demonstrations,if any,we done for ibustrafive purposes only and do not constitute a warranty or warranty alteration of any kind.Buyer shah be solely responsible for determining the suitability of Euclid's products for the Buyers intended purposes. 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TYPE OF INSURANCE POLICY NUMBER POLICY EFF UNITS 98IERAL LIABIISFY EACH OCCURRENCE s 11,000,000 00 ® REND COMMERCIAL GENERAL LIABILITY DAraAGE Roo utreno $ 100,000.00 ❑ ❑ Ci1AMs-wm B oCCUR CBC20WI519100IED EXP one arson) a 5,000.00 4 El PERSONAL 08/28/2017 PERSONIAL a ADV UuuRY S 1,000,000.00 ❑ GENERAL AGGREGATE $ 2,000 000.00 GEML AGGREGATE LMR APPLIES PER: PRODUCTS-COMPIOP AGG S 1,000,000.00 ❑ POLICY ❑ ❑ LOC 100096 AUTOMOOILE LNBLITYCONBNIBD SM MLIMB 6000 • • t ❑ ANYpALITTOOp BODILY NJJIkY(Per person) t • • ❑ AUTOS ❑ AUTOS BODILY INMt11(Per acaiden $ �— • ❑ HIRED AUTOS ❑ AUN N�OVIMED (T–= E _El ••••• ❑ • • • 00000 • ❑ UMBRELLA LIAR ❑OCCLe2 t EACH OCOWWEYaE S • 00:00 EI-EXCESSLUT ❑CLAMS•MADE - AGGREOA'e •• S *goes[* DEQ 0 RETENTIONS •••••• _ • • YYOR"COMPENSATION INC ATU • ...... AND EMPLOYE W I.IABLITY Y I N ANY PROPMETORIPARTHERIEXECUTIVE EL EAC$ VT : • • OFFICEPAIIEMBER EXCLUDED? 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