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RC-14-2633 /2all� xv,,e, ��uEY Miami Shores Village c�I�r ID1. Building Department MC 0 s 20% 10050 N.E.2nd Avenue,Mimi Stores,Florida 33138 - �t Tel:(305)795-2204 Fan:(305)756-8972 13Y: 1 INSPECTION UNE PHONE NUMBER:(305)762-4949 FBC 20 BUILDING Master Perndt No. 2b33 PERMIT APPLICATION Sub Permit No. BUILDING ❑ELECTRIC ❑ ROOFING ❑ REVISION ❑EXTENSION []RENEWAL ❑PLUMBING ❑MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑CANCELLATION ❑SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 921 l)1i 19 -k— Citv: Miami Shores Comm Miami Dade Zip: Z3 13e Folb/Parcel#: I I 3,.Ob —0)N-a N 1 O 0 Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): 32 wc��c '11'"s; Phone#: _V6 61816bgj-- Address: 8 n d i;� CKI .(:r- City: (:- City: State:r7711- zip: 3313v� Tenant/Lessee Name: Plane#: Email: CONTMCTOR:Company Name: V �" � Plane# �� yaO 6 4-0 Address: I cit-Q _ 3 D O City: kt 6,-v , State: l5i, Zip: 33) q40" Qualifier Name: �C�i ��Gcfi� Phone#: 30-r3 yot 5's6a? State Certification or Registration#. 4+4 C. ISO -f 7 6O Certificate of Competency#: DESIGNER:Architect/Engineer: �,o/h G3 C', I-, 1+r7��:d�G J-- Phone# 3 Or J14.1- 923 7 Address: a" 1�_j LI " / J Gty:)A;c.+ A� -State:l" zip: -170)q Value of Workfor this Permit:S ZG410,o_0 q=/Uner Footage of Work: Ott# Sjg' Type al Work: JdAddition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of wn oaric e�lGvv� /hkb� r,Q hoe i .1- b i ez G�►!ri ITw GMJ9.Y i aSX Of Specify color of color thm Nle: Submktal FeeS Permh Fee S CCFS CO CC S Scanning Fee$ Radon Fee$ DBPR S Notary S Technology Fee$ Training/Educathm Fee$ Double Fee$ Structural Reviews S Bond$Em TOTAL FEE NOW DUE S � lftwi-do2n4/2014t a, 1 - CQ a 1 Bonding Company's Name(if applicable) Bonding Company's Address city State Zip Mortgage Lender's Name((f applicable) Mortgage Lender's Address City State Zip " Application is hereby made to Main 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 wil be delivered to the person whose property is subject to attachment. Also,a certif`ted 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. 000'1 - Signature Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoingr>strument was acknowledged before me this day of 20 1 .by I J clary of De4,4?- .20 l N .by (�Aarcii �1( �� .whois�nally o ��;xg Vc,JdaS ,who to me or who has produced as rge or who has produced as identification and wh iderdifcation and w no nath- '`'"��'� SAMANTHA M DIAZ NOTARY PUBLIC: ' "; NOTARY PUBLIC: ji °� SAMANTHA M DIAZ MY COMMISSION#FF16W79 • • MY COMMISSION#FF160079 EXPIRES September%,2019 Ili�a, EXPIRES September 16.2018 sign: (407)�otss Flortr�Nola rviw a m ISign, (407)398-0163 Print U%fPrint Seal: Seal: f#iiiliLisl��ffiiiiir4!•Si4tfit! !i!i t(1�r�0i0ttfitiiti/•!•filtsi�ftiatli9fi*ftilli�Yi�l�Irl�ntpfM#!#lii�lSt�Ytf�f�#ri APPROVED BY `e Plans Examiner Zoning �A, A Structural Review Clerk (R-L-d02124/2014) WI RFs .men Miami Shores Village Building Department R 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CONTRACTORS' REGISTRATION IF CONTRACTOR IS A FLORIDA STATE CERTIFIED CONTRACTOR: A. COPY OF QUALIFIER'S STATE LICENCES B. COPY OF LOCAL BUSINESS TAX RECEIPT C. COPY OF LIABILITY INSURANCE* D. COPY OF WORKERS COMPENSATION INSURANCE* (Workers Compensation EXEMPTION must have NOTICE TO OWNER Affidavit) IF CONTRACTOR HAS A MIAMI DADE COUNTY CERTIFICATE OF COMPETENCY: A. COPY OF CERTIFICE OF COMPETENCY OF QUALIFIER B. COPY OF LOCAL BUSINESS TAX RECEIPT C. COPY OF STATE REGISTERED CONTRACTOR LICENSE OR MIAMI DADE COUNTY MUNICIPAL CONTRACTOR'S TAX RECEIPT. D. COPY OF LIABILITY INSURACE* E. COPY OF WORKERS COMPENSATION INSURANCE* (Workers Compensation EXEMPTION must have NOTICE TO OWNER Affidavit) *YOUR INSURANCE COMPANY MUST ISSUE A CERTIFICATE AS FOLLOW: Certificate Holder: MIAMI SHORES VILLAGE BLDG DEPT 10050 NE 2ND AVE MIAMI SHORES, FL 33138 Certificate must specify the description of operations or contractor license number. BUSINESS NAME: BUSINESS ADDRESS: CITY i G,✓✓1'. STATE ZIP -23 1 Sv:�e- 30!0 BUSINESS PHONE: f6 )Y20 6-1 S-J FAX NUMBER � 1 CELL PHONE -3(�j) -?qX &-�62 QUALIFIER'S NAME: ke-h o l QUALIFIER'S LIC NUMBER: C 6� 1 'o> (r760 I STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD (850)487-1395 � 1940 NORTH MONROE STREET TALLAHASSEE FL 32399-0783 VALDES, FELIX V ENGINEERING&CONSULTING CORP. 1900 CORAL WAY,SUITE 300 MIAMI FL 33145 Congratulations! With this license you become one of the nearly _ one million Floridians licensed by the Department of Business and Professional Regulation. Our professionals and businesses range STATE OF FLORIDA from architects to yacht brokers,from boxers to barbeque restaurants, ! DEPARTMENT OF.BUSINESS AND and they keep Florida's economy strong. PROFESSIONA1 REGULATION Every day we worts to improve the way we do business In order to CGC 1508760�7 .ISSUED:- 05/29/2014 serve you better. For infomhaton about our services,please log onto ` www.myflorideNcense.com. There you can find more Information CERTIFIED GENERAL CONTRACTOR about our divisions and thes that impact you,subscribe 14 p VALDES,FE1JX� �. to department newsletters amore about the Department's V ENGINEER1140- :CONSULTING CORP. initiatives. Our mission at the Department Is:license Efficlently,Regulate Fairly. We constantly strive to serve you beth so that you can serve your ` customers. Thank you for doing business in Florida, IS CERTIFIED under the provisions of Ch,489 FS. and Congratulations on your new licensel EwffiUMckft nus39.2018 L1405200002422 DETACH HERE RICK SCOTT,GOVERNOR KEN IAWSON,SECRETARY TFLORIDASTATE OF FL DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD CC'C1&WW Vii= The GENERAL CONTRACTOR = j Named below IS CERTIFIED Under the provisions of Chapter 489 FS. Expiration date: AUG 31,2018 zzz-- VALDES, FELIX ;� V ENGINEERING&CONSIG CORP' 1900 CORAL WAY,.SUITE` � _... "az - �"w ._. MIAMI `FL 33145' N - ■ 1 ISSUED: 05/2 O14 DISPLAYAS REQUIRED BY LAW SEQif L140529OW2422 -� VENGINE-02 SSIMEON ACORI7� DATE(MMIDD/YYYY) �. CERTIFICATE OF LIABILITY INSURANCE 1 12/3/2014 THIS CERTIFICATE IS 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 certificate holder is an ADDITIONAL INSURED,the poiicypes)must be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT NMECollinsworth,Alter,Fowler&French,LLC PHONE N ( 822-T800 No,(305)362-2443 8000 Governors Square Blvd E-MAIL Suite 301 ADDRESS: Miami Lakes,FL 33016 INSURER(S)AFFORDING COVERAGE NAIC# INSURER A:FCC[Commercial Insurance Co 33472 INSURED INSURER B:FCCI Insurance Company 10178 V Engineering&Consulting Corporation INSURER C: 1900 Coral Way,Suite 300 INSURER D: Miami,FL 33145 INSURER E: INSURER F: COVERAGES 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 MAY BE 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. INSR TYPE OF INSURANCE POLICY NUMBER MAY EMF IM TRADDLSUBH LI D D� LIMITS A X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1,000,0001 CLAIMS-MADE X OCCUR X GL0016723 05/09/2014 05/09/2015 PREMISES Ea occurrence $ 100,00 MED EXP(Any one person) $ 5,00 PERSONAL&ADV INJURY $ 1,000,00 �'OTHER: L AGGREGATE LIMIT APPLIES PER: GENERAL AGGREGATE $ 2,000,00POLICY X PR F__]LOCPRODUCTS-COMP/OP AGG $ 2,000,00$ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT $ 1,000,00 (Es.accident) A X ANY AUTO CA0027006 05/09/2014 05/09/2015 BODILY INJURY(Per person) $ AALL UTOS VED SCHEDULED BODILY INJURY(Per accident) $ AUTOS NON-OWNED PROPERTY DAMAGE $ HIRED AUTOSE $ AUTOS (Per accident X UMBRELLA LIABX OCCUR EACH OCCURRENCE $ 5,000,00 B EXCESS LAS CLAIMS-MADE UMB0019126 06/02/2014 06/02/2015 AGGREGATE $ 5,000,00 DED I I RETENTION $ WORKERS COMPENSATION X PER I I ER AND EMPLOYERS'LIABILITY B ANY PROPRIETOR/PARTNER/EXECUTIVE Y/N 1 WC14A72305 05/09/2014 05/09/2015 E.L.EACH ACCIDENT $ 1,000,00C OFFICERIMEMBEREXCLUDED? N❑N/A (Mandatory in NH) E.L.DISEASE-EA EMPLOYEE $ 1,000,00 If yyeess describe under DESGtRIPTION OF OPERATIONS below E.L.DISEASE-POLICY LIMIT $ 1,000,00 B Equipment Floater CM0008173 05/09/2014 05/09/2015 Leased/Rented Equip 500,00 DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES(ACORD 101,AddMorud Remarks Schedule,may be attached N more space Is required) License#CGC 1508760 Miami Shores Village is additional insured with respect to general liability. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE Miami Shores Village THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN g ACCORDANCE WITH THE POLICY PROVISIONS. Building Department 10050 NE 2nd Avenue Miami Shores,FL 33138 AUTHORIZED REPRESENTATIVE 44 ©1988-2014 ACORD CORPORATION. All rights reserved. ACORD 25(2014/01) The ACORD name and logo are registered marks of ACORD it Dosses Local Business Tax Receipt Miami-Dade :County,; State. of Florida -PHIS IS NOTA BILL -DO NOT PAY 6968516 BUSINESS NAMEILOCAVION RECEIivT NO. EXPIRES _ v ENCINEER1Nc&CONSt1lTiNG cORP F"EwAL °SEPTEMB . 30y 2'016, 1900 CORACWAY#300 7244205 MUst19 v��ptM of bUsinesa, MIAMI FL 33145 Pumant to County Code Chapter 8A-AM 9&10 OVA"M SEC.�r1 OF BUSINESS V ENGINEERING&CONSLIMG CORP 196 GWERAL BUIIAING CONTRACTOR BPAYM aE T RECEIVED LLECTOR wadw(s) 1 CGC15087� .$45.00 p9/15/2014 CREDITMD-14 037415 ' This Law Busiaeon TU Receipt OAtrao fl p� of the Local Business Tax.The R6oetpt h:aot a'IIsaias peradt,or a cenylitBtioo of the hdldar's nelifcatiais,w do business.Holdereaud ooalply with any govet III nD>g♦mrermaenW opletory lama pn requireana is which apply to ihabashanIs. The RECENT S0.above must be displayed anegoommerclal Code Sec ft-W. For�shdornHitioa,vistt 0t Miami Shores Village 'CF- Building Department SEP On 205 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 BY.- Tel: ir.Tel:(305)795-2204 Fax:(305)756-8972 J INSPECTION LINE PHONE NUMBER:(30S)762-4949 FBC 2014 BUILDING Master Permit No. RL' 1a' 19 -2633 PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑CANCELLATION +j SHOP CONTRACTOR T DRAWINGS JOB ADDRESS: 571 -/ N e 11 S+- n City: Miami Shores County: Miami Dade Zip: 331,30 Follo/Parcel#: 11 39 0 6 01 N a N' t7 Is the Building Historically Designated:Yes NO _ OccupancyType: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder):&A pT.EY •a- GL.Ayw I" Phone#: C7;f Address: Ls 7q tJL Cl e? S4- City: ' `14M1 �OokEl State: �L Zip: �3 Tenant/Lessee Name: Phone#: Email: e l CONTRACTOR:Company Name: V MJ ► �J -� N Phone#�o%b./ Na C) Address: (� P v"( �'V S��T KC) Ci r91 �! 3.3/ City: �- 1 State: �I-L Zip: 47 Qualifier Name: 1"ci- e )A-L.y)If j Phone#:C-7?�,I State Certification or Registration M C67 L l S-D 876 C.> Certificate of Competency M DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ Addition T❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: 1 � Specify color of color thru tile: Submittal Fee$ Permit Fee.$: OlJ - CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ j ,��+ ;;•�� TOTAL FEE NOW DUE$ 8 —I • C�J�J (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. ',-< 9 Signature Signature L e� OWNER or AGENT CONTRACTOR The foregoing instrument was a cnowledged before me this The forego)n instrument was acknowledged before me this day of 20� � by d••�, day of 20 h� .by who i per-W ally know to re,Iwho issonally kn n to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sign: Print. Print: Seal• j''s�';�i':.� SAMANTHA M DlAZ Seal: (PpY PVes, BRANTLEY GRADY TATE MY COMMISSION#FF160079 MY COMMISSION#FF045386 EXPIRES September 16.2018 ?°'� o FOFo"•' EXPIRES August 13.2017 ************* ( 38u•otss F x cr' ****************** *** dHq ******** ******* e com APPROVED BY Plans Examiner Zoning U Structural Review Clerk (Revised02/24/2014) II I ■ J b Miami shores Village I Building Department 10050 N.E.2nd Avenue Miami Shores,Florida 33138 a+ Tel: (305)795.2204 h Fax: (305)756.8972 lORii� S— IR Permit No: �C I if —U 3.3 Page 1 of 1 Structural ctural Critique Sheet 4- � ,wF -e- eawe, CG "U-ftoi; & rf A-& N' —® fNo fJ Ls-e� : �.�k, d.�. �..�..,r►cam �I" ��.�- 1� iso I N rig l t V- -�►s t-e, ��vv STOPPED REVIEW Plan review is not complete,when all items above are corrected,we will do a complete plan review. If any sheets are voided,remove them from the plans and replace with new revised sheets and include one set of voided sheets In the re-submittal drawings. Mehdi As/raf Miami Shores Village Building Department live. BUll" 10050 N.E.2nd Avenue Miami Shores,Florida 33138 Tel: (305)795.2204 OR Fax: (305)756.8972 17-4- y Page 1 of 1 Permit No: 9LI Structural Critique Sheet LIP? )mc AA Ov S + e, co fo s leu e. el � s-a ur IC Is � :�-k • �o W- � -��.� cam. � � ��.�1 �a,,,.. �. 1/0 STOPPED REVIEW Plan review is not complete,when all items above are corrected,we will do a complete plan review. If any sheets are voided,remove them from the plans and replace with new revised sheets and Include one set of voided sheets in the resubmittal drawings. Mehdi Asraf 4?,O Yew Le,kt' a� U * S Miami R Shores Village Budding Departure ....T 73 ems 10050 N.E.2nd Avenue Tel: (305)795.2204mi Shores,Florida 33138 WITY �' �b Fax: (305)756.8972C. P t �•11 y57 �j � Page 1 of 1 Permit/No: RG tai-U 35 Structural Critique Sheet l.� w..a.�.�..�""- 1 c � 'tel • 't hpyo erg � rot �f �J � ks�(`ci�titi N0 cc. 9-3 Pj �!k o STOPPED REVIEW Plan review Is not complete,when all items above are corrected,we will do a complete plan review. If any sheets are voided,remove them from the plans and replace with new revised sheets and Include one set of voided sheets In the re-submittal drawings. Mehdi Asraf From: 07/02/2015 08;30 #949 P.001/001 -7Ckr -7n7 Yt 7'�— VENGINrL-02 $SIMEON CERTIFICATE OF LIABILITY INSURANCE °"712/2`015 ' THIS CERTIFICATE IS 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 INSURSR(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT. If the certificate holder Is an ADDITIONAL INSURED,the policy(lea)must be endorsed, N SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in Hsu of such andorsema s. PRODUCER CONTACT Collinsworth,Altar,Fowler 8 French,LLC .. ..,........-........ _„.......»I. �... ..._ 8000 Governors Square Blvd Suite 301 a (30_) 22-78W _! A 1: 305 1362-2443 Miami Lakes,FL 35016 ENSURERS A�oRwNG coveRuee �� i NAtc w ix qOffln,LFCCI Commercial”Insurance Co 33472 INsuR1:D W-RIIxseLt"CCIInaluraneeCam_pang-- - -_...___...»__ 10178„ INwitm c:Federal Insurance Company n 120281 V Engineering&Consulting Corporation .�...__._.„..__•__�_.___.._.__�..�_ .�!„..„_..__.._.._.„„„_...„.._ _._....�....„„._» 1800 Coral Way,Suite 300 INSURER D: Miami,FL 39148 --------------- APR P t COVERAGES 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 PER1615 INDICATED. NOTYYITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACTOR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CER'T'IFICATE MAY 06 ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDE=D BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES.LIMITS SHOWN MAY HAVE BEEN RF..DUCF-D BY PAID CLAIMS. INIi. :ii01il SsgUbit? TYPE OF wsultANeE :I PcuaY 11u ulcers A X COMMERCIAL GENERAL LIANIU Y I i I (�JtFMA2ISPSTtst ¢A�(TX>UtrfRj106s 1,00EACH OCCURRENCE »..... 0 ^00 CLAIMS-MADE 'X O0009082016 10000 _ r NEDexv�A^Y +L :'.. t . . ... ........... ....„.... ...„.„.. t ; PeNSONAL_s ADV 114JURY i s 1,004, "OMEN%AGGREGATE LIMIT APPUEs PER: i !C3ENERAt AQGREQAT6» $ _ x,000,_ POLICY i ° _.......,.,.^, _ IlR {LOG ! _ » I••••I ;PR-ODUCTS-COMPIOP AGO i _ - - 2,000,0 OTHER: )g AUTOMOBILE LIABILITY > 1 1,000,00 A -ANY@eCA00270062 0$1080190818/2016 BODILY INJURYfPe.pwS ALL OWNa -- SCHEDULED AUTOSIBODILYqq��TTppgg INJURY(per scam” S =MOD ! ' i......i HIREDAUTOS }” AUTOS II i v.•ro+ e t S . X' j�'+�+MB art L A LU18 X I OCCUR t : 1 MWESS NAB C IJMBGOZI(401 ? EACH OCCURRENCE t _ $,000 00 B X i T Nt ! § 000 I 10$/06/x01$ 09109!2016 A(iGR36ArIs s $1000.0 v I ION f , : { -- I i »i$ WariRERB OOItlIPEN8AT�1 t �-•^•^r �•-.. !ANP 1I PLOYERS'LIANLI” YT$ ; 3 !x !►_Lu[ _�.. „»i.. _.. I................__.... .„_.._ 8 'ANYPR�OPaR@IET�O§R�IPARTNERAPtecuTWE 001wC1$A72309 091080x019 0$10812016:E.L. cHACCIDEr1T s 1,000,000 1 FFIF *ay hM^a+1 sxct uDsm !N r A __._._ *ar �_� s I ......... - -- pe� f E G PISEJ�SE,iEn 6MPlpY �, 1,000, IPl7 p0 fiRATIONS below I i......„„.......... ....... _._ ._ _�_ _ i EL DISEASE ETT POLICY EIM 'E 1.000,00 C Equipment Floater i ;4$468$18 ____0$10812018:08/08/2016 Ii eased/Rented Equip 500,00 DRSORIPTION OF OPERATIONS I LOCATIONS I VI.M*LW(ACORD 101,ACIMI aT Reiewks Sel"uie,My 00 allwSW R mwe 90808 ie fl?408d) Licensee OGG ICC 1508780 Village of Miami Shores Is additional insured with resPeat to general(lability. CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF TEIS ABOVE DESCRIBED POLICIES 99 CANCELLED BEFORE Village of Munni Shores THE EXPIRATION DATE THEREOF, NOTICE WILL 139 DELIVERER IN Baitd(ng Department ACCORDANCE iABTH THE POLICY PROvIBIONS. 10050 NE 2nd Avenue Miami Shores,FL 99158 AUTHORWZDD REPRESENTATNE r//w 01f188-2014 ACORD CORPORATION. All rights reserved, ORD 28(x014/01) The ACORD name and logo are registered marks of ACORD ® _. b�C 2014 Consulting Engineering Services 8215 LAKE DR #8502 DORAL FL 33166 BY r Phone (954) 274-2429; Fax (786) 545-7636 ite: www.ienaineerplic.com; E-mail: jean@ienaineerglic.com PAGE '/31 COVER SHEET 1 DATE: December 6, 2014 PROJECT: NEW ADDITION ADDRESS: 874 NE 99th St, Miami Shores, Florida 33138 • :066:0 0000.. CLIENT: 0000.. 0 • 0000 0000.. 0000 0000 0000 0000. 0000.. .. 0000. 0000 0000 0000.. 0000.. • • 0000.. 0000.. . . 0000.. .. 0000 This computation book contains manual and computerized structural calculations•,4 tain printed manufacturer's data and Computation pages are numbered 1 thru 31. Computations were performed to the best of our knowledge according to sound and generally accepted engineering principals and Code requirements, using nationally recognized computer software and in-house developed software. Prior to commissioning Into service, the in-house developed software was thoroughly checked by performing parallel manual computations. The sign and seal provided herein are meant to cover all computation sheets pages 1 through 31. DEC 0 6 2014 !Engineer, PLLC. CA #29119 Juan C. Moreno FL. Reg. P.E # 69818 VALID ONLY FOR ONE(1)PERMIT ONLY. VALID ONLY WITH RAISED PE SEAL. -ANY CORRECTIONS,INK MARKS,WHITE OUT OR STICK-ONS WILL VOID THESE DRAWINGS AND CALCULATIONS. Consulting Engineering Services 4 8215 LAKE DR #8502 DORAL FL 33166 Phone (954) 274-2429; Fax (786) 545-7636 Web site: www.iengineerpllc.com; E-mail: juan@iengineerolic.com PAGE ll/31 INDEX r DESCRIPTION PAGE Wind load calculation 1 Wood joist design 6 Steel column design 7 Steel beam design 8 Anchor design to concrete connection 10 Y Steel beam connection design 11. Florida product approval '••' : 18.0 . •• .... .... ..... **:006 • ...... ...... . . • .. ...... 1 1/31 �- MECAWind Version 2 . 1 . 0 .5 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2014 www.mecaenterprises.com Date : 12/4/2014 Project No. Company Name : Designed By Address Description City Customer Name : State Proj Location : File Location: C:\Users\JUANMORENO\Documents\JOBS\TOM GILI\874 NE 99\CALL\windows and doors.wnd Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = D Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 Alpha = 11.50 Zg = 700.00 ft At = 0.09 Bt = 1.07 Am = 0.11 Bm = 0.80 Cc = 0.15 1 = 650.00 ft Epsilon = 0.13 Zmin = 7.00 ft Slope of Roof = 3.6 : 12 Slope of Roof(Theta) = 16.70 Deg Ht: Mean Roof Ht = 14.50 ft Type of Roof = Gabled RHt: Ridge Ht = 16.00 ft Eht: Eave Height = 13.00 ft OH: Roof Overhang at Eave= .00 ft Roof Area = 877.00 ft^ 2 Bldg Length Along Ridge = 42.00 ft Bldg Width Across Ridge= 20.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 8.70 ft • lzm: Cc*(33/Zm)^0.167 Q.19 •09000 .... Lzm: 1*(Zm/33)^Epsilon -:9.550-220 fit Q: (1/(1+0.63*( (B+Ht)/Lzm)^0.63) }^0.5 ;•••Q.r95 r•'•�' '• Gust2: 0.925*( (1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm) ) - •g 90 :•.. . . • • Gust Factor Summary 0'000• 0000• �••••� Not a Flexible Structure use the Lessor of Gust1 or Gust2 =•�'b.85 0 .0":* 0000• 0.•0.0 • 0 •0••. Table 26.11-1 Internal Pressure Coefficients for Buildings, G01. ••• ••:.•' .00�•• GCPi Internal Pressure Coefficient 4;/°1j;0.18 • 0' 0..00• Figure 27.4-1 8xternal Pressure Coefficients �•.� i 0000• • ;"••. Cp - Loads on Main mind-Force Resisting Systems �••• r 2/31 ` eta h • L z V 0 I. .I B B Kh: 2.01*(Ht/Zg)^(2/Alpha) = 1.03 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V)^2*I*Kh*Kht*Kd = 68.65 psf Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 877.00 ft^2 Reduction Factor based on Roof Area = 0.82 • MWFRS-Wall Pressures for Wind Normal to 42 ft wall (Normal to l�sdge; .. • �• Wall CP Pressure Pressure • +GCPi (Psf) -GCpi (Psf) •.•► .•.•.• ------ ------ ----------- ----------- • �•... . • ••.. Leeward Wall -0.50 -41.54 -16.82 •••• ••••. Side Walls -0.70 -53.21 -28.49 ••�••� �••� •.;..' Wall 81ev Ka Kzt gz Press Press Total Mies, ...fit ••�• •••��• ft Pef +GCpi -GCPi +/-GCPi Kip : I-V • -------------------- i...i. .....• Windward 16.00 1.04 1.00 69.43 34.85 59.57 76.39 51.3.•i .110.67 • • • Note: 1) Total = Leeward GCPi + Windward GCPi 2) Shear and Moment are sum of forces (Leeward+Windard) acting on bldg walls. Note that the shear & moment don't consider loads on roof or end gable. Roof Location CP +GCpi(psf) -GCpi(psf) ----------------------- ------- ---------- ---------- Windward - Min Cp -0.73 -54.96 -30.24 Windward - Max Cp -0.15 -21.11 3.60 Leeward Perp to Ridge -0.56 -45.04 -20.32 Overhang Top (Windward) -0.73 -42.60 -42.60 Overhang Top (Leeward) -0.56 -32.68 -32.68 Overhang (Windward only) 0.80 46.69 46.69 MWFRS-Wall Pressures for Wind Normal to 20 ft wall (Along Ridge) Wall CP Pressure Pressure +GCPi (Psf) -GCPi (Psf) • 3/31 --------------- ------ ----------- ----------- Leeward Wall -0.30 -29.57 -4.86 Side Walls -0.70 -53.21 -28.49 Pall Klev Kz Kzt qz press press Total shear Moment ft psf +Gcpi -Gcpi +/-GCpi Kip K-ft -------------------------------------------------------------------------------- Windward 16.00 1.04 1.00 69.43 34.85 59.57 64.43 20.62 164.93 Note: 1) Total = Leeward GCPi + Windward GCPi 2) Shear and Moment are sum of forces (Leeward+Windard) acting on bldg walls. Note that the shear & moment dont consider loads on roof or end gable. Roof - Dist from Windward Edge Cp pressure Pressure +GCpi(psf) -GCpi(psf) --------------------------------- ------ ---------- ---------- 0.0 ft to 7.3 ft -0.90 -64.88 -40.16 7.3 ft to 14.5 ft -0.90 -64.88 -40.16 14.5 ft to 29.0 ft -0.50 -41.54 -16.82 29.0 ft to 42.0 ft -0.30 -29.86 -5.15 w • 0 r • • • •• • 0000•• • • • 0000 0000 •0010• 0000 •0•Y 9Y00• 0000•• • •• • • • • • • • •000• 0000•• • • • • • 0 • • •• • •1000• i 4131 MECAWind Version 2 . 1 . 0 .5 ASCE 7-10 Developed by MCA Enterprises, Inc. Copyright 2014 www.mecaenterprises.com Date : 12/4/2014 Project No. Company Name : Designed By Address Description City Customer Name State Proj Location File Location: C:\Users\JUANMORENO\Documents\JOBS\TOM GILL\874 NE 99\CALC\windows and doors.wnd • d a '! _� ' a Ltsls� _4a f Rwf w* 1 1 1 1 l I I 1 I I 1 1 1 s!l om-n If 15 I 1 1 1 1� 2 1 1 1 �. J ,✓ I I 1 I � A Walls Gable Roof 7 <8<=45 Wind Pressure on Components and Cladding (Ch 30 Part;.14*- •• •••.•• Width of Pressure Coefficient Zone "aMax a 3 ft... i V. ••••i• Description Width Span Area Zone x Min Max P•-•i; P . . . ft ft ft^2 GCp GCp psf ..]elf •••• i••••� -----------------------------------------------------------------4----a--- • • AREA < 10 SF 3.16 3.16 10.0 1 0.50 -0.90 46.69-• 74.15 •••• ••••• • • AREA < 10 SF 3.16 3.16 10.0 2 0.50 -1.70 46.69•+11;.07 : •••• ••••• AREA < 10 SF 3.16 3.16 10.0 3 0.50 -2.60 46.69•-290.86 •••• ••••:• AREA < 10 SF 3.16 3.16 10.0 4 1.00 -1.10 81.0:--=81.88 • '• AREA < 10 SF 3.16 3.16 10.0 5 1.00 -1.40 81.02 -105.47 ;•••;• ----'- 10SF<AREA<20SF 4.00 5.00 20.0 1 0.44 -0.87 42.51 �'%.08 • ;-•--� 10SF<AREA<20SF 4.00 5.00 20.0 2 0.44 -1.55 42.5 •+118.74 •••• • • 10SF<AREA<20SF 4.00 5.00 20.0 3 0.44 -2.42 42.55 -178.46 ••:• 10SF<AREA<20SF 4.00 5.00 20.0 4 0.95 -1.05 77.36 -84.23 10SF<AREA<20SF 4.00 5.00 20.0 5 0.95 -1.29 77.36 -101.17 20SF<AREA<50SF 7.07 7.07 50.0 1 0.36 -0.83 37.09 -69.35 20SF<AREA<50SF 7.07 7.07 50.0 2 0.36 -1.35 37.09 -105.08 20SF<AREA<50SF 7.07 7.07 50.0 3 0.36 -2.18 37.09 -162.07 20SF<AREA<50SF 7.07 7.07 50.0 4 0.88 -0.98 72.54 -79.40 20SF<AREA<50SF 7.07 7.07 50.0 5 0.88 -1.15 72.54 -91.53 Khcc:Comp. & Clad. Table 6-3 Case 1 = 1.03 Qhcc: .00256*V^2*Khcc*Kht*Kd = 68.65 psf 5/31 AREA ZONE (+)PSF LRFD (-)PSF LRFD (+)PSF ASD (-)PSF ASD AREA< 10 SF 1 46.69 74.15 28 44 AREA<10 SF 2 46.69 129.07 28 77 AREA<10 SF 3 46.69 190.86 28 115 AREA<10 SF 4 81.01 87.88 49 53 AREA< 10 SF 5 81.01 108.47 49 65 10 SF<AREA<20 SF 1 42.55 72.08 26 43 10 SF<AREA<20 SF 2 42.55 118.74 26 71 • 10 SF<AREA<20 SF 3 42.55 178.46 26 107 10 SF<AREA<20 SF 4 77.36 84.23 46 51 10 SF<AREA<20 SF 5 77.36 101.17 46 61 20 SF<AREA<50 SF 1 37.09 69.35 22 42 20 SF<AREA<50 SF 2 37.09 105.08 22 63 20 SF<AREA<50 SF 3 37.09 162.07 22 97 20 SF<AREA<50 SF 4 72.541 79.41 44 48 20 SF<AREA<50 SF 5 72.541 91.531 441 55 . . . . ...... .... .... . . • e•e•ee • • • •ee 6/31 LOADS DL = 40.00 psf DL = 10.00 psf + LL = 40.00 psf + UPLIFT = 71.00 psf UL = 80.00 psf UL = 61.00 psf UL WL1 = 61.00 psf Ltributa = 1.33 ft Wmax = 106.40 #/ft WOOD BENDING ANDD FLECTION DEFLECTION L = 12.67 ft Wmax = 106.40 % b = 1.50 in • d = 9.50 in Fb = 1,200.00 psi E = 1.60E+06 psi .... .... . . 1 = 107.17ir4 ...... . .. .. .. . 0.:..* ( DL + LL ) A = 0.36 in 0606:0 DL+LL->L/240 Ltpm= 0.63 in, FBC 1610.1 Lmax= 15.30 ft. Allowable for deflection to DL + Ll-- LL ) A = l-'LL ) A = 0.18 in LL-*L/.®perm= 0.42 in, FBC 1610.1 Lmax= 16.84 ft. Allowable for deflection to LL. A 5, OK Amffn BENDING Mmax = 2,135.03 #-ft VGMVITY = 506.80 # -ft S = 21.35 in' VNET UPLIFT= 513.96 # -ft Sx = 22.56 in' S s, OK Sx Lmax= 13.02 ft. Allowable for bending USE WOOD JOIST 1 2X10 S4S @ 16" O/C MAX. CONIPRFSSIO\-MEMBER SL:LECTIO� IABLES 444 7/31 P.r. Table 4-4 (continued) g Available Strength in ksi Axial Compression, kips 4_ Square HSS Hss3 { y: I HW3X3X .: . 3l8 5/18 1/4 3/t6 1/8 hL ; 0.349 1 0.291 0.174 0.116 12.1 10.5 8.78 6.85 4.75 Pnl Qc Q0Pa Pnl c QcPn Pn c 9A Pnl gc QcPn I Pnl P-c ?cPn _. LRFD - _ LRFD LRFD 'T_ LRFD _ LRFD 0 '. 140 89.84: 122 101 52�Q _ i82 - 54.0 121 - 100 -7.6 a 2 ?k 135 76 i 18 1 - 979 75 9 5Z.5 3 r 130x,1 113 94.1 4$ 731 37 u:' 50.6 4 8�2 ; 122 7�1. Oi 89.1 69 4 48.2 �a 5 113 98.9 83.0 64.9 a5.2 6 :_ 103 - 90.3 76.2 7 $ 91.6 8..2 6$.$ 54 338.1 8 �__ 80 5 71,7 61.2 ; 48 6 . _ 34.3 :...:• 9 �' 69 4 62.4 53.6 42 8 � •3Q4 ! .. •0�• 10 >>.3 46.2 ;' 37.2 ;'��,.: .ZE6 •..• ..:. -t . 6 49A 8 39.2 � 4 '2T ., 31 8 ; ` •229 • ...... 1241.Z 32.9 26.8 x'. .194 .... *.too* 35.1 32 1 28.0 22.8 :..AM ' 14 30 2 27.6 24.2 19 9< i .7w�3 •.:..• .... • 15x5 - 264Q 24.1 :,. 21.1 r` $ 17.2 •�24 • • 18 fir# 23.2 X41 91 2 •••• 3 �..... 17 -_ 205 - 16.i - 9 ,6.4 � .$ '34 •918 .... : ...� 181; 10.; X73=- 14.6 7:9i 11 9 3.63 ..:. 19 - 7.17 10.7 1 7.75 ; ` TOTAL PUNCTUAL LOAD �55PSF Xu13FT 2 X 13FT 2 + 16#/ft (steel beam)x(13+8) = 2660# U Applied load = 2660# «« Allowable load = 21900#; OK TO BE USED USE STEEL COLUMN HSS 3X3X1/4 k 3.78 3.45 3.02 2.46 1.78 1.06 ! 1.08 1.11 1.14 1.17 4- LRFD Note:Heavy fine:nd,cates.Kbrequal to or greater than 200. .1-67 {; = 0 90 { A%IFkit.1e INSTITUTF,1F STGLL COXSTRCCI ION 8/31 PROJECT: PAGE: CLIENT: DESIGN BY: JOB NO.: DATEREVIEW BY: • Steel Beam Design with 0mvity Waoft Based on AISC Manual 14th 380.10 INPUT DATA&DESIGN SUMMARY BEAM SECTION(WF,Tube or W7) ®� W8X18 WF Sx J br to tw 32 10.2 0.22 4.03 0.41 0.28 SLOPED DEAD LOADS w L.,= 0.4 kips/ft w11..2= kips/ft �P PROJECTED LIVE LOADS wLL l= OA kips/ft wLL, wwx wLL,2= kips/ft CONCENTRATED LOADS PD,= kis w� _ Pu,= kips BEAM SPAN LENGTH L j= 13 ft CANTILEVER LENGTH L2= 0 >t,(0 for no ca+tlever) BEAM SLOPE 0:12 (0= 0.00 °) WOW DEFLECTION LIMIT OF LIVE LOAD AL,=L/240 BEAM YIELD STRESS Fy= 39 kof R, Slope THE BEAM DESIGN IS ADEQUATE 1 2 ANALYSIS K+ L, La DETERMINE REACTIONS, NITS u SHEARS R2=0.5cwos6+wua Li+(Cos 0 W—+w�s,(Li+O.SL2)L2+PLl+L2 i Li m 6.201 kips / Ri=(Cos6+wu, ILS+(os8+wu.. Il L2+P—R2 &20 kipsJJJ M / • • 0000•• Xj= 8.60 ft • • •• • • X2= 8.60 ft X, Xz • �We- • 0 9 09 096 •00.00 0 • • Xg= 0.00 ft • ••• 00*0 000* 09.9 0090 A.•009 • 0.0 ft-kips 9••9.9 • • •• Mm,=0.5 a+ww L22+PL2= • • . cos •• 0000 • 0000 2 Aw • 0000•• • • Way + (X1+X2 = 18.9 ft4dpS i • i • • • ••i• Marro=(ZO �"'� S • • :0.000 • • •• • 0000 . • V�= 6.20 kips,at R1 right 60:9 CHECK MMin BENDING CAPACITY ABOUT MAJOR AXIS(RISC 380-10 Chapter F) 1=Max(L2 X3)= 0.00 ft,unh8c9d MfVM ` Chaptet F Sections for WF Tube WT Requilred Condttim F2 F3 F4 FS F7 F9 A/ ®un/12b= Dom Symnstric x x x 21.0 ft4dps Car Wd Web x x x > Mbb [Satisfactory] NoncompadWeb Skw�Web x where Compact Flanges x Db = 1.67 (AISC W0-10 F1) - Nonconvart Flanges x S Appikable Sectiat Iok CHECK Mac BENDING CAPACITY ABOUT MAJOR AXIS(RISC 380-10 Chapter F) Aft m Mn/ab® 21.0 fl-kips,top flarige fully v4*cnad > mum tel] L = 25PSF X 13 = 325#/FT LL = 30PSF X 13 = 390#/FT ' 9/31 CHECK SHEAR CAPACITY ABOUT MAJOR AXIS(AISC 380-10 Chapter G2 or G5) Vogowam=V•/12V® 21.1 kips VUV okmefaao yl where dl„= 1.87 (AISC 380-10 G1) • DETERMINE CAMBER AT DEAD LOAD CONDITION L=L 1/Cos e= 13.00 it beam sloped spent a=L2/Cos 8= 0.00 it beam sloped cantilew Wo P=P pr,Cos 0= 0.00 kips,perpendicular to beam r W1=WM 1 Cos e= 0.40 kN,perpendicular to beam W2=WM2 008 e= 0.00 kit,perpendicular to beam Pae L+a —w,L3a w:a3(4L+3a)_ eEnv= + , 0.00 in,downward perpendk2riar to beam. 3El 24EI 24EI USE C=0/W AT CANTILEVER Amid PaL2 5w,L4 _w.L2aZ_ —— — 0.28 in,downward perpendicular at middle of beam. 16EI +384EI 32E1 USE C=V r A r AW WA it CHECK DEFLECTION AT LIVE LOAD CONDITION P=Ply COS an 0.00 kips,perpendicular to beam W1 =W rl,l COS2 e= 0.40 kB,perpendicular to beam W2"=W11,2 COS2 B= 0.00 ktf,perpendicular to beam rPa2(L+a)_W,pa w,a3(4L+3a)l e�»a IL 3El 24EI + 24EI J COS 09 a 0.00 in,downward t0 vertical direction. < 21.2/240= 0.00 In (SaftbCt"A PaL2 SWL4_w.L2a2 • • i••••• ••• •• A — —16EI +3ti4El 32EI ,cos O— 0.28 In,downward to vertical direction. • • • • •• • •• • < LI/240- 0.85 in powar"] • •• ••• •• •••• •••• • • •••• •••• ••••• •••••• • •• ••••• •• •• •••• •••••• • • • • • •••••• • PDF created with pdfFactory Pro trial version www.adffactory.com 10/31 mjj www.hiltl.cm Profls Anchor 2A.9 • Company: (ENGINEER,PLLC. Page: 1 Specifier. JUAN C.MORENO Project: Address: 8215 LAKE DR 88502 DORAL FL 33166 Sub-Project 1 Pos.No.: Phone I Fax 954 274 24291786 545 7636 Date: 1202014 ' E-MaA: juan@ieMkmrpftc om Spectfter"s comments: 1 Input data Anchor type and diameter. Kwik amt 3-CS 1/2(31/4) Effective embedment depth: h j=3.250 In.,hnwn=3.563 in. Material: Carbon Steel Evaluation Service Report: ESR-2302 Issued I Valid: 1211/2013112 I/2015 Proof: design method ACI 318/AC193 Stand-off installation: eb=0.000 in.(no stand-off);t=0.625 In. Anchor plate: 6 x l x t=6.000 in.x 8.000 in.x 0.625 In.;(Recommended plate thickness:not calculated) Profile: no profile Base material: untracked comate,3000,fQ=3000 psi;h=8.000 in. Reinforcement: tension:condition B,gear.condition B;no supplemental splitting reinforcement present edge reinforcement:>No.4 bar with stirrups Seismic bads(cat C,D,E,or F) no Geometry On.]&Loading[Ib.in.lb] • • •• • •• • • - DL = 25PSF X 1.2 = 30 PSF; LL = 30PSF X 1.6 — 48PSF ..�;.. LOAD = 78 PSF 78PSF X 21FT/2 (WIDTH) X 8FT/2 (SPAN) = 3276#/FT.... . . , • . . . .. ..... o • . . . . ...... .. • •••• • 7- 0 ..:. 5 o .�- r, S �X hW daM and moub must be d•d(edfor aweaned wim the existing=x1bow and fbr pkusbftf PROFis A (e)2003-2WO tan Ae,FL-9994 Sdwm Hii is a read Tte ark ofKM AGi Sduuat 1 11/31 mij www.hiltius Profis Anchor 2.4.8 r Company: IENGINEER,PLLC. Page: 2 Spedfier. JUAN C.MORENO Project: Address: 8215 LAKE DR 68502 DORAL FL 33166 Sub-Project I Pos.No.: Phone 1 Fax: 854 274 24291786 545 7638 Date: 12AM14 E-Mail: juen@iengirreerpli mn 2 Load case/Resulting anchor forces Load case:Design loads 03 A n O4 Anchor reactions(Ib] Tension force:(+Tension,-Compression) Anchor Tension face Shear force Shear force x Shear ford 1 0 875 0 -8 5 2 0 875 0 -875 x 3 542 875 0 -875 4 542 875 0 -875 max.concrete compressive strain: 0.05[9601 max.concrete rete compressive stress: 223[pail resulting tension force In(xiy)=(0.00013.000): 1084[Ibl resulting compression face In(*)=(0.0001-3.459):1084 Pb1 01 02 3 Tension load Load N,=[Ib] Capacity+Ne L♦] Utilization pa ffi Nt01#Na status Steel 542 87457 OK Pullout Strength* 542 4842 12 OK Concrete Breakout Strength- 1084 3537 31 • pK *anchor having the highest loading **anchor group(anchors in tension) . • :••.•• ego*:* A 3.1 Steel Strength •• • •• • • • • • • •••••• • •• •••••• N, =ESR value refer to ICC-ES ESR-2302 •••i•• • • • 0 Nam i N10 ACI 318-08 Eq.(D-1) •s•• •••• • • Variables •••• •••• ••�••� n A,e N[in.1 f,m[pail • • • • • 1 0. 1 loww •• •• •••• ••••�• •06:0:• • • • Calculations • • 11660 Results NeePb) N8e[bI N,=[lbl 11 745 3.2 Pullout Strength Np„,4 =Np n reefer to ICC-ES ESR-2302 4 NpN4 i N1, ACI 318-08 Eq.(D-1) Variables fe[Pall N [bI calculations 22 1.095 Results N.n.,t[Ib] N Db] N.W 449 0.650 4842 541— kW data and resuim nwd be dvcked for e9eamwdth the oddit con Obw and for OMMWftl PROFIS Andw(c)2003-2008 KA AQ FL4494 Sdim HN is a registered Tradwwk or M AG,Sdmw 12/31 ,,, w.hlltLue Profls Anchor 2x4.9 Company., (ENGINEER,PLLC. Page: 3 Specifier. JUAN C.MORENO Project: Address: 8215 LAKE DR#8502 DORAL FL 33166 Sub-Project I Pos.No.: Phone i Fax. 954 274 2429 786 545 7636 Date: 12/6/2014 E-Mail: juan@kmgkmrpfl com 3.3 Concrete Breakout Strength ANC Nebg —ice/Wee.N WAN W%N WCP.N Nb ACI 318-08 Eq.(D-5) 0 Ncbq at N. ACI 318-08 Eq.(D-1) Am see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) A m =9 t4 ACI 318-08 Eq.(D-6) 1 W86.N - (I+2 eN)51.0 ACI 318-08 Eq.(D-9) Wedgy a 0,7+0.3 Ccaim)S 1.0 ACI 318-08 Eq.(D-11) W,.m =MAXI cac ,1�)S 1.0 ACI 318-08 Eq.(D-13) Nb =ke x A to ACI 318-08 Eq.(D-7) Variables h,f rtnj ee,,N Cup•) e,2X Cup•] cam[m•l e N 3 . tae M•] ke x fe w 5.625 4 1 3000 calculatons AN.[In•J ANW[In.Ject eel /!�'jlN cDN Nb -•-••— 87.61 5. Y.V : ••• 779G 000000 Results •• • •0 • •• 0000•• ; 000• • 2 3W7 1�— 0000•• • • • 0000• 0000 •••••� •••• • •.•• 0000• 0600 ••• • ••. 00.•00• • • • •• •• 0000 •••••• 0000•• • • • • • 0000:• • 0000•• • •• • 0000•• 0000 k tt dem and matt must be dodted ror SWeemmd wdh are WdSWtg wdfiom mid Ibr 0mofttyl PROFIS Andhor(c)2003.2008 Hdd AQ FL-9494 Sdun H&H Ise mgW9r9dTradwnutkoIMAa Sd ami 13/31 www hiltims Proft Anchor 2.4.8 • Company: IENOINEER,PLLC. Page: 4 SpeGtler. JUAN C.MORENO Project Address: 8215 LAKE DR SI3502 DORAL FL 33166 Sub-Project I Pos.No.: Phone 1 Fax 954 274 24291786 545 7636 Date: 121CM14 E-Mail: juan@feMhxmrpllc.com 4 Shear load " Load V.Lbl CaWW Vn P] Utilization @ Vwf Vn Status Steel Strength* 875 4W7 zu Ox Steel failure(with lever arm)* NIA NIA NIA NIA Pryout Strength** 3500 13423 27 OK Concrete edge failure in direction y-** 3500 3914 90 OK *anchor having the highest loading **ander group(relevant anchors) 4.1 Steel Strength V,, =ESR value refer to ICC-ES ESR-2302 0 Vdw t V„c ACI 318-08 Eq.(D-2) Variables n A.vM.1 IWOIps] 1 1 Calculators V88(Ib] (3750 Results Vea Db] 0a" 0 V88 UbI V„c Ibl 7 0.69 4387 `J « 4.2 Pryout Strength • • • •••••• V-pg =k p[I )Weo,N Wed N WCWep N Nb] ACI 318-08 Eq.(D-31) 690:49•••i•0 • *• • •••••• 0 $V,*2V. ACI 318-08 Eq.(D-2) 00000000 •0000: &,m see ACI 318-08,Part D.5.2.1,Fig.RD.5.2.1(b) • • • . • • 0000 •.•• 0.000 ANOD =94 ACI 318-08 Eq.(D-6) •••••• • •• • • 0000• Wed N = 1 2+ eN S 1.0 ACI 318-08 Eq.(D-9) ..•..• *see 0 00 0 0 g• WedN =0.7+0.3 )51.0 ACI 318-0$Eq.(D11) * 0 �••••• ••00•* • • • • 0.000• Wop N =Mm ,1'�)S1.0 ACI 318-08 Eq.(D-13) *0 * 0*** • • Cad bac •0.0 Nb =kc I'�f.hY ACI 318-08 Eq.(D-7) Variables Ne hf M•] ec,.N M•I eex N M•I ca.r+[in•I .250 0.000 U.000 3.000 Cie[in•] ke a fe 11411 1. .525 24 3000 Calculations Ant M•sl Aueo on.1eaf N Pb] 154. 1. 1. .885 7 7702 Results Vwa Pb] t o 0Vee„[bI Vue[bl 19175 0. 13423 3500 kpA data and reaft must be docked for awownerd wfth the wdefp mwftm and for pwnwftl IROFIS Asha(c)2003-2009 M AO,FL-8494 Sdam HN h<a rued Tm of M AO,Sdw= ` 14/31 LA www.hIlItt.us Pr ft Anchor 2.4.8 Company: (ENGINEER,PLLC. Page: 5 Spedfter. JUAN C.MORENO Project: Address: 8215 LAKE DR 98502 DORAL FL 33166 Sub-Project I Pos.No.: Phone I Fax: 954 274 2429 786 545 7636 Date: 12NM14 E-Mail: Juen@ierrghvx"ilc.com 4.3 Concrete edge failure in directbn y- Vm¢ =(;%V-)Avc WaV W d.V Wav Wb.v WP.WV Vb ACI 318-08 Eq.(D-22) f Vog a V„a ACI 318-08 Eq.(D-2) Avg see ACI 318-08,Part D.6.2.1,Fig.RD.6.2.1(b) Av. =4.5 cer ACI 318-08 Eq.(D-23) 1 W...v = C 1 1.0 ACI 318-08 Eq.(D-26) 0.7+0.3(1r/51.0 ACI 318-08 Eq.(D-28) Wnv = 2 1.0 ACI 318-08 Eq.(D-29) ha \k/ l 1os Vb =(7 -)� cal ACI 318-08 Eq.(D-24) a Variables ca,MJ ca2 M•l ew[in.] WON ha Gn•] 7.000 3.000 0. 1.4008. 1.[in.] X d.M•] fQ fpsov 3.250 1.000 0.500 "wft Calculations • • • • 0000.. Av.[In.1 Av.0[In.1 Vb Pb] •••••• ,V 134.00 220.60 0.785 1.146 7301 0000.• V. . • Results • .• 999999 • 0000.. • • Vdw 9b] �van 9b] Vue[Ibl o***,, 9 9 9 9 •:9 9 9 9: . 133M •0000 • • 0000 0000• , 09.00• 0 •. • 9 • • • 0 99000 5 Combined tension and shear loads 00 go •• 9999.9 • RN Rv C Utilization BN.v I°�l : • ;Status •. 306 7 OK;000;0 0000.. J3Nv=�+J3�v'�1 '••' : 0000 0000.. 0000 8 Warnings - Load re-distributions on the anchors due to elastic defommtions of the anchor plate are not considered.The anchor plate is assumed to be sulRdentiy stiff,In order not to be deformed when subjected to the loading! • Condition A applies when supplementary reinforcement is used.The 0 factor is increased for non-steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement Is not used and for Pullout Strength and Pryout Strength.Refer to your local standard. • Refer to the manufacturer's product literature for cleaning and Installation instructions. • Checking the transfer of loads Into the base material and the shear resistance are required In accordance vft ACI 318 or the relevant standard Fastening meets the design criteria! Irqud data WW results ffKW be&maw forew9owd wo Ore ex1mv terns and fa'plau�i PROFIS Andes(c)2003.2008 M AG,FL-9484 Sdsw HNd Is a regWWW Trademark of M AG,8dww 15/31 www.hiltLue Profis Anchor 2.4.9 Company: (ENGINEER,PLLC. Page: 6 Specifier. JUAN C.MORENO Project: Address: 8215 LAKE DR#8502 DORAL FL 33166 Sub-Project I Poe.No.: Phone 1 Fax 9554 274 24291786 545 7636 Date: 12MM14 E-Mail: juarrQWVIneerpik:.com 7 Installation data Anchor plate,steel:- Anchor type and diameter.KwHc Bolt 3-CS 112(31/4) Profile:no profile;0.000 x 0.000 x 0.000 In. Installation torque:480.001 Ink Hole diameter in the fixture:dr=0.563 In. Hole diameter in the base material:0.500 in. Plate thickness(input):0.625 In. Hole depth in the base material:4.000 In. Recommended plate thic laves:not calculated Minimum thickness of the base material:8.000 in. Cleaning:Manual cleaning of the drilled hole according to instructions for use Is required. y 3.000 3.000 8 o3 v cc •• •. x . „ • • � • i •••••• •••••• • 0 v 1 _ g 1.375 3.250 1.375 Coordinates Anchor in. Anchor xy c.* C" c c,,, 1 -1.625 -3.000 3.000 - 7. 9.000 2 1.625 -3.000 6.250 - 7.000 9.000 3 -1.625 3.000 3.000 - 13.000 3.000 4 1.625 3.000 6.250 - 13.000 3.000 WP4 dem era MUMS MuSt be d**W far agraematd with the Wdwft Mdftm and fa 1 PROFIS Ander(c)2DO3-2008 HM AGi FL 9494 edum M m a Tmdw awk cfM AQ edhn 16/31 Page: 1 DesconWin7 ASD AISC13 7.0.15 Licensed to:(ENGINEER PLLC 12/6/2014 • =2*C*L*C1*D Bwm Connmdon to 01rder =2*1.5962*3*1*3 Girder:16X16-A36 =28.732 kips Left Sloe Beam:W6X16-A36 Moment:0 k-ft Reduction Factor for Beam Web Thickness,Rtw: Shear.6 kips -0.707*tu*IW((D/16)*Fexx) Axiel Force:0 kips =0.707*58*0.26/((3/16)*70) =0.8123 Ali Welds Are E70XX Weld Allowable Strength=0.8123*28.732=23.339 kips Left Side Beam Weld Capacity=23.339>_6 kips(OK) Shaer Connac8ar Using Clio Anale(a)• Allowable Shear Strength of Beam Web Clip Angles:2L3X3X3/8 X 3 in. Angle Material:A36 - Bkocc Shear. Sumwd Side Connection'SNS E70XX Fillet Weds Effective Thickness of Support Material:0.26 In. Net Length with Tension resistance,Lnt =al-ec=3-0.5=2.5In. Beam Side Connection:3115 E70XX FlIld Weds Gross Length with Tension resistance,Lgt=Lnt=2.5 In. Beam Web Thickness:0.26 in. Net Length with Shear resistance,Lnv Beam Web Height:4.53 In. =La+LV Beam Setback:0.5 in. =3+0.1875=3.1875 in. Gross Length with Shear resistance,Lgv=Lnv=3.1875 in. Vertical Shear,V=6 kips Axial Load,H=0 kips Net Length with Shear resistance(no tensile area),LnV=4.53 in. Resultant,R=(V42+HA2)A0.5=((6)"2+(0)1`2)A(1.5=6 kips (1/FS)Rn=(1/2)*Min((0.6*FU*Lnv+Ubs*Fu*Lnt);(0.6*Fy*Lgv+ Check Clearances: Ubs*FU*Lnt))*t Beam Web Clear Height=4.53>3 in. (OK) 58*2r MJ 0�6 *58*3.1875+1*58*2.5);(0.6*36*3.1875+1 Support Side Wad:-SMS VAU =27.8 kips • • •••i• • • • •00000 Angle Thickness=0.375 In. Abd Shear Yield Stn:nath: 000••• •••• Support Thickness=0.26 In. . :000•••i• 0000•• • • Minimum Weld=3/16 in. Rn=0.6*Fy*A •••• 09006: Weld Size=5N6?3/16 in. (OK) _ * 8 •••••• '0000• • 0 Mwdm urn Weld=5/16 In. =25.44 kips *000 ••••• Weld Size=5/161_5/16 In. (OK) 0000•• i 0000 0000• 0000 0000•• Weld Allowable Strength(One Une),(1IFS)Rn: (1/FS)Rn=(1/1.5)*25.44=16.96 kips •••••• • • _(1/2)*0.4242*Fexx*w*U(1+12.98*e"2/L"2)`0 5 AporyaWg Shear Ruohu+e Sbermtln: • • • • • ••••i• _(1/2) 0.4242*70 0.3125 3/(1+12.96 3A2/3 2)'0.5 • • •••••• • =3.7254 kips Rn=0.6*Fu*AnV 0000 i 0000 =••••i Reduction Factor for Support Thickness,Rt: =0.6*58*1.1778 •.:• • =1.414*kMW((wL+wR)Fexx) =40.987 kips =1.414*58*0.26/((0.3125+0)*70) =0.9748;Allowable Strength(One Line)=0.9748 3.7254* 1/FS)Rn=(1/2}*40.987=20.494 kips = 3.6314 kips Beam Shear Strengtln=Min((1/FS)Rn rupture,(11FS)Rn_yleld, Weld Allowable Strength=7.2627>6 kips(OK) (1)FS)Rr Wodc shear)=16.96>6 kips(OK) =16.96>_6 kips(OK) Beam Side Waid:3NS E70XX Angle Thickness=0.375 In. Cooed Beam Web Strength- Beam Web Thidmess=0.26 In. Top Cope Length=2 In. Minimum Weld=3116 in. Top Cope Depth=0.875 In. Weld Size-3/16>3/16 In. (OK) Bottom Cope Length=2 In. • Bottom Cope Depth=0.875 in. Maximum Weld=5/16 in. c=2 in. Weld Size=3116;S 6/16 In. (OK) e=2.5 In. h0=4.53 in. k=0.8333 d=6.28 In. a=0.7396 L=3 in. Local Web Budding: Theta=0 Degrees (1/FS)C=1.5962 fd=3.5-7.5*(ddd) C1=1 =3.5-7.5*(0.875/6.28) =2.455 Weld Strength(Before Beam Web Check): 17131 Page: 2 DesconWn7 ASD AISC13 7.0.15 Licensed to:(ENGINEER PLLC 12/612014 (1/FS)Fbc=(111.67)*Minj0.62*pi*E*fd*W2/(c*h0),Fyj _(1/1.67)*Minj0.62*pi*280ac1042*2.455*0.26"2/(2*4.53),361 =21.557 ksi Budding Strength=(1/FS)Fbc*Snet/e =21.557*0.8892/2.5 =7.6677>6 kips(OK) Local Web Flexural Yielding,(1/FS)Mn/e: _(1/1.67) *Fy*Snet/e=(111.67) *36*0.8892 2.5 =7.6677>6 kips(OK) Local Web Flexural Rupture,(1/FS)Mn/e: (1/2)*Fu*Snet/e=(112) *58*0.8892/2.5 =10.315>6 kips(OK) Web reinforcement not required for flexural strength. Allowable Shear Stnenath of Analetsl: Shear Ykddina Avowable Strenath: Gross Area,Ag=L*t=3*0.375=1.125 inA2 (1/FS)Rn=2*(1/1.5) *0.6*Ag*Fy=2*(111.5) *0.6*1.125*36=32.4 >6 kips(OK) • •• • •• • • • • • •• •• •••• •••••• •••••• •••••• VIPM IT , P.B. 18/31 Vwows 15123 Lantern Creek Lane, AWIM44VU Houton,TX.77068-3831 jOAuvaA TEL: 281444-9183 Fax: 241-444-9184 Email- vtolat@sbcglobal.net Paee 1 ENGINEER'S EVALUATION REPORT#NU0413 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors FL16294 REPORT HOLDER: NuVue Industries Inc; 1055 E.29'x'Street, Hialeah,FL.33013 www.nu-vueindustries.com nuvue@bellsouth.net Phone: 305-694-0397 Fax: 305-694-0398 1.0 EVALUATION SCOPE: Compliance with 2010 Florida Building Code-Building and Residential 2.0 PRODUCT DESCRIPTION: • • 0 0 0000.. • 0000.. Refer to tables 1 through 21 of this report for Product name,size,size and nt>fribet of ;•• •• •• • fasteners,fastening details shown in the diagrams and the allowable loads. ••':•' •••••• 0000.. 3.0 STRUCTURAL SPECIFICATIONS : •... 0000 .0000 ..0000 . 00 • 0000. 1. Steel shall conform to ASTM A653, SS grade 33,min.yield 33 ksi,tout•tensile•--Poo* 0000.. strength 45 ksi and min.galvanized coating of G 60 per A§TM A651.0•:•: • • • • 000000 2. Allowable loads and fasteners are based on NDS 2005. 0 0 0000* 3. Design loads are for S. Pine,specific gravity 0.55.Design loads for otker species ;•• ••: shall be adjusted per NDS 2005. 0000 • 4. Allowable uplift loads have been adjusted for load duration factor CD of 1.6. Allowable gravity loads have been adjusted for CD values of 1.0, 1.15 and 1.25 per table 2.3.2 of NDS 2005. Design loads do not include 33%increase for steel and concrete. 5. Concrete in Tie beams shall be min.of 2500 psi. Concrete Masonry,Grout and mortar in concrete masonry shall be min.of 1500 psi.Concrete masonry shall comply with ASTM C90. 6. Combined load of Uplift,L1 and L2 shall satisfy the following equation. Actual Uplift + Actual L1 + Actual L2 <=1.0 Allowable Uplift Allowable LI Allowable L2 19/31 ` Page 2 FL16294 4.0 INSTALLATION Installation shall be in accordance with this report and the latest edition of Nu-Vue Industries Catalog. The information in this report supercedes any conflicting information in the catalog. 5.0 EVIDENCE SUBMITTED: Test reports submitted by Product testing Inc,(PT) Atec Associates Inc(Atec) and PSI Inc and signed and sealed calculations in conformance with FBC 2010 by Vipin N.Tolat,P.E. Product Test#/Test lab Date tested Tested NVTA/NVTAS 02-3938/PT 8/6/02 NVTA/NVTAS 024073/PT 11/6/02 NVTA/NVTAS 02-4074/PT 11/6/02 NVTA/NVTAS 02-4075/PT 11/6/02 NVTA/NVTAS 31.22456.0002/ATEC 7/6/02 NVBH 24 02-4096/PT 12/3/02 NVUH 26 02-4095/PT 1/17/03 • NVRT 034177/PT 2/3/03 ;0.00• NVRT 03-4202/PT •-4114103 .. ••�,' i NVRT 03/4270,4271/PT '0T27/03 �•+� ••..:. NVTH/NVTHS 04-4698/PT •:•�/IS/04 ' • NVSNP3 03-4482/PT '••q%1.5/03 •��•�• s••••• NV358 03/4543/PT .04219/03 •••� ••�••. NV458 03-4590/PT —1011/03 .... ....•• NVHCL/R 03-4625/PT :'•:711/04 .� NVSTA/NVHTA 04-4641,4642/PT 317&3112/04+..0:. 04.0•8 NVJH24,26,28 03-4385,86,87/PT 0..5/30/03 • �••� �....� NVS0236 03-4349,57,58/PT 5/13,5/19,5/20/03.0.0 NVTP4 03-4303,44/PT 4/21,5/l/03 i NVTP4H 03-4345,43/PT 5/2,5/5/03 NVHC43,43/2 70-02-94-00381/ATEC 11/27/95 AB5 05-5195,95A/PT 2/15/08 AB7 05-5196,96A/PT 2/15/08 NVHC37 03697.0001/ATEC 11/27/96 IKE 1 05-5612/PT 3/20/06 IKE2 06-5622/PT 5/l/06 NVTHJ26 04-4995/PT&138-96013-01/PSI 1/31/05&2/7/89 NVTHJ28 04-4996/PT& 138-96013-05/PSI 1/31/05&12/2/89 20/31 Page 3 FL16294 6.0 DESIGN: I Maximum allowable loads shall not exceed the allowable loads listed in this report.Allowable loads are based on allowable stress design per NDS. 2. Capacity of wood members is not covered by this report.Allowable loads shall not exceed the capacity of wood members. Capacity of wood members shall be checked by Engineer/Architect of record. 3. Wood members with which the connectors are used must be nominal dimension lumber or approved structural composite lumber. 7.0 CODITIONS OF USE: 1. NuVue Industries metal structural connectors described in this report comply with or are suitable alternative to what is specified in section 1.0 of this report. 2. Design loads must be less than the allowable loads shown in all the tables of this report. 3. The connectors must be manufactured,identified and installed in accordance;•••:• with this report and the manufacturer's instructions. ••.00•0 "•o 4. Products covered by this report are manufactured by NuVue indu§Wq..%inc in: •••• •••• • Hialeah,Florida under a quality control program with inspectioncb4;b AMI Inc having State of Florida license#QUA 1789. 00000" •••• • :000 0000 0000• 00:00• : •• •0:0• • • • • • :0 •• ♦0:: •0000• •0000• : 0 • • • • • 0000:• r. •0:00• `,�i�1111111 • • • • • • • • :00000 Vipin N.Tolat,P.E. ��,J�Q�•,.•••.,w.�•,i�� •••. Florida P.E.# 12847 ;•\,�� N SF ••. 4/13/2013 7 • No.1284 vnt/nu0413 :..e•• STATE OF :w " ,�''•IIIIei�o�� i 21/31 Page 4 TABLE 1 FL16294.8 • Truss Anchors NVTA and Riveted Truss Anchors with Seat NVTAS 14 G Straps, 20 G Seats toPerpendicular to wall Hth Product Len .� L2 Length Code in 16 NVTA-16 WAS 212 ".•. ,.. 18 NVTA-18 WAS 214 20 NVTA-20 NVTAS 216 H '4 MIN. 4" 22 NVTA-22 WAS 218 EMB. Parallel L1 to wall 24 NVTA-24 WAS 220 NVTAS 1" Concrete Tie Beam or Tie Beam formed 26 NVTA-26 WAS 222 1" with concrete filled masonry 28 NVTA-28 NVTAS 224 •••••• 30 NVTA-30 WAS 226 " �" � • �.��:• 36 NVTA-36 WAS 232 •••••• : �••� ....;• 48 NVTA-48 WAS 244 7Q•• •••� :�•��: ••• •••• ••••• JH loop, • • •• ••i••• • • •••• •••••• MIN 4" 21" • EMB. i i NVTA , b ; ••. �••••• Maximum Allowable Load Ibs Hae :I0 �- • No. of Fasteners Uplift Uplift Lt Single L2 Single NVTA, NVTAS each strop Single Double & Double& Double 10d Strap Straps Straps Straps No. of Maximum Allowable Load lbs 5 757 1514 250 500 Fasteners Uplift Uplift L1 Single L2 Single 6 805 1610 250 500 each strop Single Double & Double& Double 10d x 1.5" Strap Strops Straps Straps 7 854 1708 250 500 5 1032 2236 250 500 8 902 *1804 250 500 - 6 9 951 X1902 250 500 1127 2254 385 565 10 999 •1998 250 500 7 1136 2272 520 630 „ 11 1048 •2096 250 500 8 1144 •2288 520 630 12 1096 =2192 250 500 9 1153 •2306 520 630 10 1161 •2322 520 630 13 1145 +'2290 250 500 1 14 1193 +2290 250 500 1 1170 '2340 520 630 12 1178 •2356 520 630 *Note: For 8 or more nails per strap, use double 13 f187 •2374 520 630 truss for double straps. For all Loads CD=1.6 22/31 - _ Page 5 FL16294.2 IFL16294.2 TABLE 2 TABLE 3 NVBH 24 BUTTERFLY HANGER NVUH 26 JOIST HANGER FASTENER ALLOWABLE FASTENER ALLOWABLE w SCHEDULE LOADS (lbs.) W W SCHEDULE LOADS (Ibs.) S N a0 < DOWNWARD 2 N 8 < w `« DOWNWARD WIND a 0 N GRAVITY Wind a c 4 4 N X GRAVITY UPLIFT Q a $•o LOADS Uplift Load W 8 LOADS LOAD Z CD=1.0 CD-1.6 = CD=1.0 Co-1.6 12xNVBH24 18 12 6 1113 364 2x6 NVUH26 14 20 10 2233 1213 Notes: Notes: 1. Values are based on 1!" header and Joist 1. Values are based on 3" header thickness and thickness. 11" Joist thickness. 2. Can only be used in Non—HVHZ. UPLIFT LOAD UPLIFT LOAD • • :• �'• • • • • • 000 �s.• •••• ••••• VDOVMWARD DOWNWARD LOAD 2j" ° 2�" z�. e 04" 0 0 . e o 0 0 � o • o • • • 2 " • • o • !" 0° a•o 1 Ir 2�. 1f" 23/31 Page6 • TABLE 4FL16294.5 T — F n f "x14 NVR Ic�t and Twisted Rafter Ties 1 G NVRT Wood to Wood 16d Fasteners Maximum Uplift Load (lbs) Length Product Gouge TOTAL membSps Flat Ties Twisted Ties (in) Code 6 3 588 s 5 12 NVRT-12 14 8 4 725 724 16 NVRT-16 14 4,1s 5 861 60. 18 NVRT-18 14 6 8 6 7 1155 1132 NVRT-20 20 14 NVRT � to Concrete 22 NVRT-22 14 . No. of 16d 'Is No. of diameter Maximum Uplift to Wood Fram rete Load lbs 24 NVRT-24 :14:1] 9 Tapcons to Concrete (lbs) 30 NVRT-30 14 3 3 588 a 4 4 722 36 NVRT-36 14 5 4 856 48 NVRT-48 14 0.0.0 7 5 • • 112 • • •• Notes: 0 0.0.0 1. Specify "F" for Fiat and "T" for Twisted when Do not•••••• 0 • :*00*: Use car ordering. �� d holes• • • • •••• 1$d 00000 • 2. Fastener values are based on a minimum 1!r " 0060:6 • •0 ••:•.• thick wood members. O 1 • • 000 • •• '}mpcons 0 0.0.0 o 3. • Indicates no. of nails In each connected 1 " O '•• • •• • • wood member. 1 ^ o • 0 0 .•••:. O 0 U6 °° Orr 0.000• • • 4. ITW tapcons shall be embedded a minimum of o Ir • • • ....•. 1j" into concrete tiebeam or tiebeam formed tJt o ° • �r•00 • • with concrete filled masonry. ITW topcons shall ° have a min. edge distance of 2j" and minimum NVRT Anchor staggered spacing of %" as shown. Holes dia. A" 5. Use only in Non—HVHZ. UPUFT 6. For Uplift loads Co-1.6 Ao L LENGTH _i r FLAT . HALF HALF Connected Connected to truss Lto wail 2j" Min. edge distance LENGTH Tie Bean formed with TNASTEO • concrete filled mosonary or concrete tie beam I • 24/31 Page 7 TABLE 5 IFL16294.8 I Truss Anchors NVTH 1Y4%14G, Seat 18G • H No. of Maximum Uplift Loads (Ibs) Maximum La ds (Ibs Length Product g Code Fasteners Single Strap Double Straps Single Stro V1342 Strap _ (in) in each Strop on on 12 NVTH-16 NVTHS 212 10d x 1.5" Single Truss Double Truss L1 L2L2 14 NVTH-18 5 1032 206 560 251050 16 NVTH-20 NVTHS 216 6 1222 24 6•§ 71 0 1260 NVIM—Z/ NVII-15 21 t5 7 1275 4 255V 3 735 1566 1470 , 20 NVTH-24 NVTHS 220 8 1329 2658 83 735 1566 1470 22 NVTH-26 NVTHS 222 9 1383 ;., 2766 783 735 1566 1470 24 NVTH-28 NVTHS 224 10 1437 2874 783 735 1566 1470 26 NVTH-30 NVTHS 226 11 1490 2980 783 735 1566 1470 32 NVTH-361 NVTHS 232 12 1544 3088 783 1 735 1 1566 1470 44 NVTH-481 NVTHS 244 13 1598 3196 1 783 1 735 1 15661 1470 ! Cp=1.6 for Uplift and Lateral loads. slot 0.203"z i' H •• • • 1Yw" • • MIN. 4" Tei• •••• • • EMB. MIN. 4" o •••• EMB. NVTHS 1" NVTH W VTH, NVTHS Ls 6 _ Y r: f. Single Strop Double Strap Single Truss Double Truss Concrete Tie Beam Concrete Tie Beam or Tie Beam formed or Tie Beam formed with concrete filled with concrete filled masonry masonry I • • 25/31 Page g FL16294.6 TABLE 6 — SKEWED NAIL PLATE Fastener • Product Steel Schedule Allowable Loads (Ibs) 3 " Code Gouge Each End Gravity Uplift NVSNP3 16 (6) 8d x Or 594 594 31¢" o O For Uplift, use two NVSNP3, one at top chord and one of bottom chord of the supporting and supported o 0 0 Trusses in compliance with section 2321.7 of the FBC. t • '9fe 3W CD=1.0—Grovity o 0 CD=1.6—Uplift SupportingTues e • •t�6 • x 1op bottom a5' chord 3�t . o 0 0 \ • Supported • '7fe" 1Y' Or 4is Truss Top de bottom chord Hole pattern is Holes ifs din mirror image of the etr m appsite side Insto ation IFL16294.=6 I FL16294.6 14 G Straps NV358/NV458 TABLE 7 — NV358-2 Ply Seat TABLE 8 — N%V t Ply Seat �• Assembly 14G Strap Dimension Total No. Total No. A towable Total No. Total Nb!• •• AlldwabW •••• • Product Product H of Fasteners of Fasteners Loads (Ibs) of Fasteners of Fasten •• Loads (lbs) • • s in Seat In 2 Straps in Sect., •••••• Code Code (inchesin 2 Straps P P 10d x 3" 10d x 3" lift a L2 10d x 3" 10d x S" LMin W*0014°°14 ° ••••• —12 NYTH18 12 • • 8 8 2245 1981 1839 8 8 000OV45 2 .2978 MM —14 NYTH18 14 10 8 2525 2206 2068 10 8 •• 25 3 : s8RM • e • —16 NVTH2O t8 12 8 2806 2452 2298 12 8 :**4 e2806 3479 597tizu— e e 20 NVTH220 22 14 8 3088 2897 2528 14 8 e 3b88 3827 2657 °•••i• —22 NVTH26 16 8 1 3387 1 2942 2758 18 8 0 64787 4175 3117 • • tim-24 NVTH28 24 —28 NYTH30 26 CD=1.6 for Uplift. Li & L2. 06:9 t ' 32 NVTH38 32 v 75" 3'NV358 44 I NVTH48 1 44 _ 4i6-NV458 O 2 2)a" , 0 2N 316'NV358 2 ply watNv35e WNV458 3 py mat Nvae o N t1PUPT Holes MOWSSM • • } 14G NVTH 8 . 1 I' 2- 4 ° r%' � fief 0.Jo3'X i' 4'Nin. vte t ata 4°Dedm.nt Holes a >It' Dia.W 2V2116• Conarete Tie Sewn ° • :,:• or Tie Beam famed with concrete filed 1" Masonry. 21r 141' Q�� _ •�Q Haiee Dia. 1 Ll� 4 18G Seat Detail 26/31 Pages IFL16294.3 TABLE 9 HURRICANE CLIPS Product Fasteners 10d x 1 •Allowable Loads Iba Cod Description fig• "coder L1 IL2 N%M HURRICANE CUP-RIGHT 18 6 6 S28 253 333 NVHCL HURRICANE CUP-LEFT 18 6 6 626 253 333 For Uplift, use two dips, one on each side to comply with section 2321.7 of the FOC CD=1.6 for Uplift, Li & L2. too axd • rce dmre . 04F . Nate dkL-0.17A• NVHCL ward NVHCR ° sr hbemm • Cross-Section Chafe � SCAIE . . L2 :; 2-29 Gabe +•a b � NVHCR Lf IFL16294.3 I IFL16294.3 TABLE 10 TABLE 11 140 NVTH Straps NVSTA/NVHTA NVSTA-Single Strap NVHTA-Double Straps • • Assembly 14G Strap Dimension Total No. Total No. of Allowable Loads (lbs) Total No. Total No. of • AMoVeobla Loads (lbs) •••• • Product Product H of Fasteners Fasteners in re-2S00 Pal of Fasteners Fasteners in P•c-25C0 Psi n19 s 1d ted • Code Code (inches) in Strop 20 GA. Seat in two Straps 20 GA. Seat UpiH► •u •• L2 •••••• NVSTA-12H tOd x /J¢" 10d x 134" WM Lt L2 10d x 1X1" 10d x 1X1` NVHTA-12H NVTH18 12 5 6 1308 700 1048 10 6 1772 2076 1050 1450 i••••i NVSTA-14H NYM1s 14 8 e 1426 780 1144 12 6 2338 1"• 1631 • • NWTA-14H NVSTA-16H 7 8 1845 823 1239 14 6 2VV 2698 titQo 1812 ••••• " NVHTA-16H NYR120 16 6 6 1884 887 1336 IB 8 i48i •2858 et 1984 ••i••• lip- NA- "`"N24 20 8 8 1783 850 1430 1s B 3117 •1 1175 •••••• NV1WA--� NV HM 22 C =1.6 for Uplift, L1 & L2. ( yl• 000:0 • .• IIVSWYNTA-24H NVIH?8 24 { • � • •••••• • • NMTA--MH Nv11t3o zs O o o ••t• : ° �.O • :•••• N MTA-32H NVMJB 32 i7 � � NVSTA-44H NVM4B44LJ • O _T ' . • . 1ne" NVHTA-44H • �qq{+ O aTt! 1 •'Z 1 Nalee . 0 20CM t 140 NVTH g' tY4""� 1YaM MY4" H H 4.18n. Concrete UPLIFT concrete UPLIFT Sid 0.2W 1• Embedmont. Embedment. L2 'or 1 1 • f NVHTA I& 44H NVSTA may. 44H Q Reinforced Concrete Reinforced concrete f- tie'." ABn 2� �-- tie beam Min. 2#5 Tap&bottom a=.W Top A bottom or rainfaad `Ll Concrete bleak L`` fin •block well I • ' 27/31 Page• 9 TABLE 12 IFL16294.4 JOIST SUPPORTS 18 0 NVJH JOIST SUPPORTS Allowable Londa ([be) Product y,�„ Joist Double Sime Fasteners 01-ftturas loos toed.tens df Code W H 8S Size Header Size HSi z♦ Doubleeader Joists No= Double d<Dass 2X4 2-2x4 2x4 NV.A124 1% 3% 3 2x8 2-2x6 2m6 6-10d 6-toa x t1r~-tool x ur 7 744 NVJH26 1 V, 5 3 - 10-10d tt1-10d x SAW x Ur 1 821 2x8 2-2x6 2x6 2x8 2-2x8 2x6 NVJH28 1% 6�4 3 2X10 2-200 2x10 14-10d 14-UM x Or 7 x IV 1736. 1079 12,12 2-2x12 2.12 ° Use only In non-HVHZ " Single Header 1-2X 1 y," 3" Double Header t Y4" X o H ' o ° 0 ° NVJH 26 as shown ° NVJH 24 dt 28 Joist o Similar but with � • • 8S different holes. •••••• W • • • • •••••• • •• •••••• • TABLE 13IFL16294.4 #000i:ee: •....• . ••NVSO 236 UGEG , HEAVY DU Y •• .• .16 A T • *000• •� ... ,•,•„ FACE MOUNT JOIST HANGER ...... , •• Fasteners Allowable Loads (Lbs.) •••••• Joist Header • • • •••• i •••••• Size Size Header Joist GRAVITY Uplift CO-1.0 CC-1.6 ••• • • 2-2X8 14-10d 6-10d 1758 1108 2x6-8 2-200 14-16d 6-ted 1875 1279 2-2X12 x J 6-1ed 808 1217 Header 2-2X • . 4 5 ii" • �0 0� O •O •t r0 • �0 , 396" 1� Joist _ • BOLT HOLES 1/2" DIA / / 1-2X Minknum1 NAIL HOLE 3/16" DIA I " 1 i 28/31 Page 11 TABLE 14 FL16294.10 TOP PLATE ANCHORS 1} NVTP & NVTPH A Size Product Gouge Dimensions (in) Code 9 A e 2x4/44 NVIP4 20 ilr 8" 2x8/4x6 NVTP6 20 5r g" a 2x6/4x8 NVTP8 20 7j" 8" 2x4/4x4 NVTP4H 18 3 8" B o Stud ° 2x8/4x6 NVIPBH 16 5r 8" o ° mm. 2x4 0 0 • 2x8/4xS NVIP8H 18 7j• 8" o ° Total number of fasteners o ' 10d x 115" ° ° - Product ° , code Max. Uplift Capacity (Ibs) 0 6 8 10 1 12 , NVTP 4.6.8 828 1087 1346 1605 NVIP 4H.6HAN 938 1207 1476 1745 Notes: 1. One half of all specified fasteners shall be used on •' each side of the stud to achieve tabulated values. •• '.. 2. CD-1.6 for Uplift. TABLE 15IFL16294.10 �� •• � �. 18 Gauge NVHC 43 & NVHC 43/2 HURRICANE CLIPt••;•• 0 '•• 00.0:0 FASTENERS DESIGN LOADS(LBS) •0#0 0 0 • • PRODUCT • 0 0 0 •••• �••••• M 0 CODE DESCRIPTION HEADER ST UPLIFT L1 L2 ••••• 0 00000 • ••••• 0•• • • NVHC 43 tu+mcane 1]tp - Nlda 9-10d 9-10d 687e 407 308 00•0 • • •••• ••i•• •• •• 0000 000°0• NVHC 43/2 K-Ykan•cup - Wdex2 10-10d 10-10d 917 547 432 0,,000 • *For Uplift, use two dips, one on each ° • • ••••:• side to comply with section 2321.7 of • • • • • the FBC • • • 0000•• " CD=1.6 for Uplift, Lt & L2. 0000 3Y4 A. t 3)r[ `yep �4„ 2 Y4" 10 lif Y • 78 O 9 • • t O • • 1-2X(11tfHflde) UPLIFT •° UPLIFT 2-2 3"MRde NVHC 43/2 " NVHC 43 Use 2 dips L2 L2 one. an each aide Ll • I 29/31 Page 12 18 Table Goun AcgW Clips F L16294.1 Product Dimensions(inches) Fastener SON" A@awabie Loads(Bst) Code W1 I W2 L Header Joist F7 F2 • A85 1Nt' 2gls S 3-10dx1)¢- 3-10dx1Yi' 571 595 A97 7 4-10dx%* 4-10dx%* 582 794 • ,yam; Nan wwor Ingle CD ® 1.6 for F7 Qt F2 kg to Joist and Shorter lag to Header. F7 vaa wi o o . o 0 0 L L 0 F2 • • 0000•• 0 ' • • • 0000•• 0 AB-5 • • • '• 0 •v•••• • •• 0000•• Typical InstaMQtkL, • nu-Z 0000 0000 �••••• •••• • 0000 0000• 18 Gauge NVHC 37 SWAY ft Clip 2t)) F L16294 1 "�' •0 0 ""•• Table 17 " ' 0.00 0.00•• • Nall Schedule Allowable Design Loads(lbs) • • • • Product Code Description Header Jam •••••• or Plate or Stud tlpBR Li L2 w e•• • , • 0000•• NYHC 37 SWay pip 16-8d or 12—ed or 710 560 730 •• • sees • • 16-10d 12-10d 0000 CD = 1.6 for uplift, L1 & L2 w1(e UPLIFT t;i• •• 136' UPLIFT _ • L2 2- L1 • • L1 81 30/31 Page 13 12 Gauge GHJ This Hip & Jac m= JFL16294.9 I1 Table 18 Mow"Wade(PA)S. F6ne Nod Schedule Product UP meow Mp CodeNod tOd Jack Nd 10d m Nab r 1n% 016 10 116X 125X 18a M43 C d foto) WIKM 1478 2444 2444 2444 18 2 3 S NVMM 1931 3229 3333 3333 20 2 3 S Note: For 1-2x mombms 10dxlX" nolle am be used 2ocTablePlait 1is-1 FL16294.9 e Lett e e RWd e —c— Proaod MmWom Otdm) Faatenms Awe Loods(ws) —d— �.� _a Cc& w H L Stud Rate WL1 t2 RCE 1 1A• S. Ski• 6-104 4-100 787 337 337 y4. Jek 6(E 2 1h1• j" S�" 8-i0e 7-10d 932 fS1 °316 1-2x CD = 1.6 for uplift,U 4?12 • 6690•• •• • •• • ° •06.•00 • •. • 6666•• 66666•• , • L ° • ""� 666 6666 •••••• T UPM • ••••. • 6 ejs ° H •0 ••• 60 L2 • • 6. 6. ` °• •• . 6666. ° I&M-28 as shown •. °° NVOu-26 W.O. —7c w-/— 0• • e °• • `�l• •• RtE-1 03/18• f""L 0 -� i• • we*** $��• 1. •• • 6666•• C YPH V—di°. � •• IYr�CAt RCEt w i ,,l 91STALIAI�V Heade 2-2X NVttu-26 as awn NMU-28 smear L ee " 31/31 Page 14 • Dee Seat Tm-Anchor.They am dulpod to re Wad aid�fess The s�b nage of t 14 gauge steel ad 8a soda of 2a gouge steel Table 20 FL16294.7 • Total No. Total No. of UPUfT " Y Ditr of Fasteners Fasteners in Allowable Loals( x Product N in Strop 20 GA Seat F'o a 2500psl L2� Code 0001148) 10dx1Y2" tOdxt}2" Uplift L1 L2 1 •� NVSTA12 12 5 6 1046 700 1049 ' NVSTAIS 16 6 6 1141 760 1144 u 7 6 1236 823 1239 . NVSTA20 20 8 8 1331 867 1335 tiVSTA22 22 9 81428 950 1430 NVSTA24 24 CD 1.6 for uplift, L1 & L2T6 I Holden Double Strap Riveted Truss Anchor. They am designed of 14 gorge aced p1ft to eeaht Ivtmd mal up8t fama The eeotr as meds of 20 gage steel • • Table 21 FL16294.7 0.00•• Assembly Dimension Total No. Totes No. of Allowable Loads(lbs) •••••• i •••0 *06000 Product H of Fasteners Fasteners in F'c m 2500pal (unless otherwise noted) • ( ) •••••0 Code inches in two Straps 20 GA. Seat • • • 10dx1)j" t Odxt)k" UpBft uplift Lt L2 •••• ••••s• NVHTAI2 12 F'c m �PW , 0 0•••0 4, • • 10 6 1506 1788 1050 1450 0•00 0000 00004, NVHTA16 16 12 6 1695 1987 1181 1631 ••�••� s 0000 0004,.4, NVHTA20 20 14 6 1883 2208 1312 1812 •• •• 04,04, 000000 0000•• • 16 6 2071 2429 1444 1994 0 0 NVHTA22 22 18 6 2259 2649 1575 2175 • 4, • • ••69:e • • �4,•••• NwtTA24 24 CD 1.6 for uplift, L1 & L2 • • • • • •4,4,04,• •• • •4,4,• • • • •04,• �'• UPLIFT x � e e "S.Fr' � aai°3 " L___ E y I DD FT Consulting Engineering Services 8215 LAKE OR#13502 DORAL FL 33166 Phone (954) 274-2429; Fax (786) 545-7636 Web site: www.iengineerl2llc.com; E-mail: Juan@ienaineerolic.com REV 3 _ PAGE 11/33 INDEX DESCRIPTION PAGE Wall design 1 Straps analysis 4 Florida product approval 11 Exist. concrete footing analysis 25 Tapcon NOA 27 IZE M."��m��m 0 WE mom0 MEN JAMI No no 0 ONE on IEEE M %M no . UPRIUMN, am no 0 Mr[m��mmom ��t�� no MEESE Smmrm0 MEMO ONm�mMr�mMENNEN�� ■ MIUMMEW0 ■©21@to MEMUME m IN M ME 0 EMEmENIMEME MWEEM N M ME MUMMEMES' MEMEEN ME ME RNME ME ON MEMMUM am ML Room on No M m mmmmom m0mmMENmmmrm��i��m mmmmlaff m3 a SIMM MME MENm� mr mom mMEMOm�EMEMINIME MOM MMEM MsNNE0 No a0. No momma AmBlasficd SUE K�� ®EMm ■ M 0 IN ON M mMEMMOMMMENSW Ma0NNE lam mom M SENSE SEEM �mm MEMO MEQ!HE-MANSE mummME ME SEEMS EMMUmMmmmIN No mmm no SENSE EMEMmrSmmmmME No mmmmmm�m��mmmmmmmmmmmmm�mmm REV 3 2/33 PROJECT: PAGE: CLIENT: DESIGN BY: JOB NO. : DATE: REVIEW BY: ASD of Maeon nBased on TMS 4024M-0 5304WASCE S-W INPUT DATA&DESIGN SUMMARY t AI SPECIAL INSPECTION(O=NO,1=YES) 1 Yes cpm TYPE OF MASONRY(1-CMU,2-BRICK) 1 CMU 2 J MASONRY STRENGTH fm = 1.5 ksi N,` �� W2 ,pif/It} Shear Moment -Aw REBAR YIELD STRESS fy = 60 ksl / \ ,�\ ALLOWABLE INCREASING?(WWXBC 1805.3.2) no SERVICE GRAVITY LOAD P 1412 lbs/ft SERVICE LATERAL LOADw, = 55 pH/ft M SERVICE PARAPET LOAD wa = 0 put THICKNESS OF WALL t = 8 In PARAPET HEIGHT hp 0 ft V, / ALL HEIGHT h = 11 ft wi (pli/tt) Sieor Moment ECCENTRICITY e 0 in MASONRY SPECIFIC WEIGHT qm 137 pd (THE WALL DESIGN IS ADEQUATE.] ALL VERT.REINF. 1 # 5 ® 24 In o.c.(at middle) ANALYSIS RT.REINF.AREA AT EACH SIDE As 0.18 W? MODULAR RATIO n = 21.48 EFFECTIVE DEPTH(TMS 1.15.3.5) d 3.82 In REINFORCEMENT RATIO p = 0.0034 WIDTH OF SECTION b,p = 12.00 In ALLOWABLE STRESS FACTOR SF = 1.000 EFFECTIVE THICKNESS to ffi 7.83 In THE NEUTRAL AXIS DEPTH FACTOR IS MASONRY ELASTICITY MODULUS Em = 1350 kslk=42 pn+(pn)2—pt2 = 0.31554 STEEL ELASTICITY MODULUS E, = 29000 ksf THE ALLOWABLE STRESS DUE TO FLEXURE IS THE ALLOWABLE REINF.STRESS DUE TO FLEXURE IS Fb=(SF)(0.33 f ra)_ 495 Psi Fs=(1.33 or 1.0)(20) or 32= 32000 psi HE DISTANCE FROM BOTTOM TO Ml IS THE GOVERNING MOMENTS AND AXIAL FORCES ARE (h+hn)2 Pe s.s ft M,= 1.05 2[Pe+jj" (h2-hp)]2 = 873 e-wsnt S=h+hp- .1 2h hw, p,=P+(wall weight) = 1914 Ibs/ft THE GOVERNING SHEAR FORCES ARE (h+hp)2wi Pe m M2= w2hP = 0 tt-utnt V,=(h+hp)w,- 2h + 303 The 2 P2=P+(wall weight) = 1412 lbs/ft V 2=hwi—V i = 303 lbs/ft THE GOVERNING SHEAR STRESS IN MASONRY IS (Vt , V2 , V3) V3=hPw2 o lbs/ft f�_ = 3.30 psi teb. DETERMINE THE REGION FOR FLEXURE AND AXIAL LOAD(MDG-3 Tab 12.2.1,Fig 12.2-12&13,page 12-25). d 5 6d Pd �( t.2d 3) Td- ,Cte 2d 3, 1.Wag is in compression and not cracked. 2.Wall Is cracked but steel Is in compression. 3.Wail is cracked and steel Is in tension. REGION 3 APPLICABLE FOR(Mt,P1) � REGION 1 APPLICABLE FOR(M2,132) � • REV 3 3/33 (c onm CHECK REGION 1 CAPACITY MM=b4" to = 46W ft4bs/ft > M, [Not aWlcab�] 6 Fa-P 6 - 4653 ft4W/It > M2 [Satisfactory] CHECK REGION 2 CAPACITY f to 2p2 = I 574 tt4bs/ft < M1 [Not applicable] ., mm= 2 —'3bwFa 5l 430 ft4)s/ft > M2 [Not applicable] HECK REGION 3 CAPACITY(The moment maybe ~ Hmfted by eMw the masonry compression or steel tension,MDG-3 page 12-25). M.=MZAT b Fa(d-')-Prd-2 , AsFd-kdl+P( -kd)J22 — ( 1017 111-11*/ft > M, [Satisfactory] 11l 1017 &lies/ft > M2 [Not applicsbie] THE ALLOWABLE SHEAR STRESS IS GIVEN BY(TMS 402 2.3.6) F,,_(SF)1.125(Ffm) a 43.571 psi > f„ [satisfactory) Technical References: 1."Masonry Designers'Guide,Third Edition"(MDG-3),The Masonry Society,2001. ©■�iii��t��t��r�■t��iii�iii�u.ii�!! SERE ©■ ilii %///li►\`! iNONE no 11110 i /,. n M iii//!iii;►i►//i!s►Ii%1► i01Eir�"+�s'i7 -- -- - --- MONSi!!_._.__. m�iiC�3� iiiiiiiiCt [r . �i �■ ®ili�oiiiil��i � il iliiEEiiiil ! m�ENUIZEIRE - 'somm"a ' iurg,�i! MEN .0iliiNiiiiiiiliiiiNOii mlli��.li�`t�Mi.�..i©M!'D1�[13�iii ®l110112CEN MEMiii ii itiiii!!liliili! 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NEEmsmm�amEmem��z�r • • 84 =111M MEMEMEM m ON mrmmZEN m—, ZEMEN N ME mommommom m 0 MEN��s� � t�r�� ®EMS± �r.�s ..�s...�.....o..■s..�es, ©EEL, /1 =1SXUHIEiOli mm Ell ��r��r MEMO WErEMENNE,EREEN�� MENOMONEEmomommrmmmrmr0 �H MDSE «N EMMEEM m■mH��m�mHmmm��mm�aSENSE 3113111H MANZE 20111 MEN III ©ommum s mommillZ3180 a - COMMON�� eomimm- mom NONE_ ommomm» ME mummmommranw,Mum =111111 Ems MEMO illnJWRILmOfflues itmmmmmommill ��1 BE MENEM MMENE MMENESEEMEN��t��H ®EiMMMMmmMMHmmMMmM m� t�� t ��ut�t� mssMENNEN ME Mem MEMO MENNEN MMMmMMrmmmMEmMM mEEMMENEEME0MEMEENEEMEM� mommEMEMEMEEMEM MENEMOMME mrmmmmMEmmmE am�m�mmm� 1 • • • T NJ �0000©©v©oo©v©rano©o©©ooc�©v© FAMM m000m MEN H■MUMEWRE REMEMEMEMOR MINES NEMESES IN Emm Mrzu MEN nMHE MEMMOMMEM 0 'ME ®EERI , Wl3=:�EMS3l ! 020IMME M ® NMS m■NEEMMEHa ME MEN MENOME M -Funim'► AKOX o11► WOMEN mEMENERME"MENEEMEMERS :MEN ®EN no MIN W.®UMMIrmlia RIMS R MIZ ' '"fui.■ON all moon©©n©oo©o©000nr�©©v©©©©© errirrrrrrrrrrMISrr err - r e mr�rrrrrrrrrrMUNNN• r1251 errrrrrrrrrrrrrrrr l�"::�Wrrr e rrrt=z-rrrrrrirrir►�••��ci emrMrrE mrmrr MENlfMWEN ME mmri�l am � -AMINKmas ONE e rrr�r��rrrrrrrrr�!;�.�'�rrr mmrrr� ®rrmmrrm� ��rm�r mom mmr00..rr0r� ��rs m mrmormo!mrrimmmrramrmMEmrr mmoulomm =mcir�mmNow!!�iEmmm msNEM mmmummm -'"�mrrrrrrr�i1�f"a-m- m►�i mrrrrrmr ■OMMEN �-Mmmal mmrlMrwra�rrr mum- Zo m�r� mrmmr�r�rir�ri' Mrrr mmrrimmmrrrmmmrr -rmma�� - ,err ®Oran ■r MEMN lrm�lrrr�r�m ©mmrrlr!.! LIM-M=.r -:f u f ilrrri ®mm" 11 a mmsmNC1 ®mom rtr�-__..----.•••----=.-�trrrr MEMO ME ®mrrrrrrMEMO rrrmrrrrrrrrrrr m mimrrrrrrirrmrrrrrmrrtirrrlrr m mrrrr,rrrrrrrrr�rrrrrr�rrr mmmmmrrrrmrrmrmrmmrrrrrmOrr REV 3 11/33 �ayzdti 1on�n�t 15123 Lantern Creek Lane, AW1& 4;WU Houston, TX.77068-3831oa�iuslrto�a,(d TEL: 281444-9183 Fax: 281-444.9184 Ernalt: vtolat@sbcglabai.net Pare 1 ENGINEER'S EVALUATION REPORT#NU0413 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors FL16294 REPORT HOLDER: NuVue Industries Inc; 1055 E. 29" Street, Hialeah, FL. 33013 www.nu-vueindustries.com nuvue@bellsouth.net Phone: 305-694-0397 Fax: 305-694-0395 1.0 EVALUATION SCOPE: Compliance with 2010 Florida Building Code-Building and Residential 2.0 PRODUCT DESCRIPTION: Refer to tables I through 21 of this report for Product name, size, size and number of fasteners, fastening details shown in the diagrams and the allowable loads. 3.0 STRUCTURAL SPECIFICATIONS : 1. Steel shall conform to ASTM A653, SS grade 33,min. yield 33 ksi, min. tensile strength 45 ksi and min. galvanized coating of G 60 per ASTM A653. 2. Allowable loads and fasteners are based on NDS 2005. 3. Design loads are for S. Pine, specific gravity 0.55. Design loads for other species shall be adjusted per NDS 2005. 4. Allowable uplift loads have been adjusted for load duration factor CD of 1.6. Allowable gravity loads have been adjusted for CD values of 1.0, 1.15 and 1.25 per table 2.3.2 of NDS 2005. Design loads do not include 33%increase for steel and concrete. 5. Concrete in Tie beams shall be min. of 2500 psi. Concrete Masonry, Grout and mortar in concrete masonry shall be min. of 1500 psi. Concrete masonry shall comply with ASTM C90. 6. Combined load of Uplift,L1 and L2 shall satisfy the following equation. Actual Uplift + Actual Ll + Actual L2 <=1.0 Allowable Uplift Allowable L1 Allowable L2 REV 3_12/33 Page 2 FL16294 4.0 INSTALLATION Installation shall be in accordance with this report and the latest edition of Nu-Vue Industries Catalog. The information in this report supercedes any conflicting information in the catalog. 5.0 EVIDENCE SUBMITTED: Test reports submitted by Product testing Inc, (PT) Atec Associates Inc(Atec) and PSI Inc and signed and sealed calculations in conformance with FBC 2010 by Vipin N. Tolat, P.E. Product Test#/Test lab Date tested Tested NVTA/NVTAS 02-3938/PT 8/6/02 NVTA/NVTAS 02-4073/PT 11/6/02 NVTA/NVTAS 02-4074/PT 11/6/02 NVTA/NVTAS 02-4075/PT 11/6/02 NVTA/NVTAS 31.22456.0002/ATEC 7/6/02 NVBH 24 024096/PT 12/3/02 NVUH 26 02-4095/PT 1/17/03 NVRT 034177/PT 2/3/03 NVRT 03-4202/PT 2/19/03 NVRT 03/4270,4271/PT 3/27/03 NVTH/NVTHS O4-4698/PT 4/15/04 i NVSNP3 03-4482/PT 9/15/03 NV358 03/4543/PT 12/19/03 NV458 03-4590/PT 12/31/03 NVHCL/R 03-4625/PT 1/21/04 NVSTA/NVHTA 04-4641,4642/PT 3/17&3/22/04 NVJH24,26,28 034385,86,87/PT 5/30/03 NVS0236 03-4349,57,58/PT 5/13,5/19,5/20/03 NVTP4 03-4303,44/PT 4/21, 5/l/03 NVTP4H 03-4345.43/PT 5/2, 5/5/03 NVHC43,43/2 70-02-94-00381/ATEC 11/27/95 A135 05-5195,95A/PT 2/15/08 AB7 05-5196,96A/PT 2/15/08 NVHC37 03697.0001/ATEC 11/27/96 IKE 1 05-5612/PT 3/20/06 IKE2 06-5622/PT 5/1/06 NVTHJ26 04-4995/PT&138-96013-01/PSI 1/31/05&2/7/89 NVTHJ28 04-4996/PT& 138-96013-05/PSI 1/31/05&12/2/89 REV 3_13/33 Page 3 FL16294 6.0 DESIGN: 1 Maximum allowable loads shall not exceed the allowable loads listed in this report. Allowable loads are based on allowable stress design per NDS. • 2. Capacity of wood members is not covered by this report. Allowable loads shall not exceed the capacity of wood members. Capacity of wood members shall be checked by Engineer/Architect of record. 3. Wood members with which the connectors are used must be nominal dimension lumber or approved structural composite lumber. 7.0 CODITIONS OF USE: 1. NuVue Industries metal structural connectors described in this report comply with or are suitable alternative to what is specified in section 1.0 of this report. 2. Design loads must be less than the allowable loads shown in all the tables of this report. 3. The connectors must be manufactured, identified and installed in accordance with this report and the manufacturer's instructions. 4. Products covered by this report are manufactured by NuVue industries Inc in Hialeah, Florida under a quality control program with inspections by NAMI Inc having State of Florida license#QUA 1789. 'I tsitellis'r �.• N �1. T04,q•, Vipin N. Tolat,P.E. •`,J�Q�•'" ''• �' '• Florida P.E.# 12847 4` •�,�G E N SF'••. ''� 4/15/2013 N o.12847 •: o vnt/nu0413 : ..o'. STATE OF ; . �. •�- .P •ttttt��e♦ REV 3_ 14/33 Page 4 TABLE 1 IFL16294.8 Truss Anchors NVTA and Riveted Truss Anchors with Seat NVTAS 14 G Straps, 20 G Seats Perpendicular to wall Hth Product LenL2 Length Code in 16 NVTA-16 NVTAS 212 ".•,::,; 18 NVTA-18 NVTAS 214 H 20 NVTA-20 NVTAS 216 ,•s MIN. 4" 22 NVTA-22 NVTAS 218 EMB. Parallel L1 to well 24 NVTA-24 NVTAS 220 NVTAS 1" Concrete Tie Beam or Tie Beam formed 26 NVTA-26 WAS 222 1" with concrete filled masonry 28 NVTA-28 WAS 224 30 NVTA-30 WAS 226 36 NVTA-36 WAS 232 48 NVTA-48 WAS 244 O 1 " H O 2j" MIN. 4" EMB. 0 2j" NVTA 1" 0 No. of Maximum Allowable Load Ibs Holes Dia. NVTAS Fasteners Uplift Uplift L1 Single L2 Single NVTA, each strop Single Double & Double& Double 10d Strap Straps Straps Straps No. of Maximum Allowable Load Ibs 5 757 1514 250 500 Fasteners Uplift Uplift L1 Single L2 Single 6 805 1610 250 500 each strop Single Double & Double& Double t Od x 1.5" Strap Straps Straps Straps 7 854 1708 250 500 5 8 902 *1804 250 500 1032 2236 250 500 6 1127 2254 385 565 9 951 *1902 250 500 7 1136 2272 520 630 10 999 *1998 250 500 11 1048 *2096 250 500 8 1144 *2288 520 630 12 1096 *2192 250 500 9 1153 *2306 520 630 1 13 1145 *2290 250 500 0 1161 *2322 520 630 11 1170 *2340 520 630 14 1193 *2290 250 500 12 1178 1 *2356 520 630 *Note: For 8 or more nails per strap, use double truss for double straps. 13 1187 *2374 520 630 For all Loads Cp=1.6 REV 3 15/33 Page 5 IFL16294.2 1 94.2 TABLE 2 TABLE 3 NVBH 24 BUTTERFLY HANGER NVUH 26 JOIST HANGER FASTENER ALLOWABLE FASTENER ALLOWABLE W W SCHEDULE LOADS (Ibs.) W SCHEDULE LOADS (Ibs.) 0 o 0 a � DOWNWARD 2 N S v � � F DOWNWARD WIND Cro c N GRAVITY Wind w 0 0 kn x GRAVITY UPLIFT • o e o� ago LOADS Uplift Load o. w $ LOADS LOAD i Co=1.0 . Cp=1.6 = Co=1.0 Co=1.6 2x NVBH24 18 12 6 1113 364 1241 NVUH26 14 20 10 2233 1213 Notes: Notes: 1. Values are based on 1j" header and Joist 1. Values are based on 3" header thickness and thickness. 11" Joist thickness. 2. Con only be used in Non—HVHZ. UPLIFT LOAD UPLIFT LOAD e e e • o • o • • QQQ • � o . • e � o . o.o WD,OnWAR0 LOAD DOWNWARD LOAD 2j" 0 2i" 2�. 0 0 • ' � O • • C O O • fo • • O C 0 • • O • • 0 2j" • • 0 5:" C7 01* e 2rj" 3j- 11" 1j" REV 3_ 16133 Page 6 TABLE 4 IFL16294.5 NVRT — Flat and Twisted Rafter Ties 1"x14 G NVRT Wood to Wood 16d Fasteners Maximum Uplift Load (lbs) Length Product Gauge TOTAL In egchk Flat Ties Twisted Ties (in) Code mem er s STRAP #6 12 NVRT-12 14 • 8 4 725 724 16 NVRT-16 14 10 5 861 860 18 NVRT-18 14 12 6 998 996 20 NVRT-20 14 14 7 1135 1132 NVRT Wood to Concrete 22 NVRT-22 14 No. of 16d nails No. of }" diameter Maximum Uplift 24 NVRT-24 14 to Wood Framing Topcons to Concrete Load (lbs) 30 NVRT-30 14 3 3 5� a 36 NVRT-36 14 4 4 722 5 4 856 48 NVRT-48 14 Notes: STRAP #7 7 5 1125 1. Specify "F" for Flat and "T" for Twisted when 1 1 1 1 Do not ordering. use circled holes 16d 2. Fastener values are based on a minimum 1!r " thick wood members. O 1" }"Tapcons 3. • Indicates no. of nails in each connected 1 " o A)r wood member. " t ' O 0- 4. ITW topcons shall be embedded a minimum of p o 'lx• 1j- into concrete tiebeam or tiebeom formed t o ° Ir with concrete filled masonry. ITW topcons shall ° have a min. edge distance of 21" and minimum NVRT Anchor staggered spacing of 3/4" as shown. Holes din. all 5. Use only in Non—HVHZ. UPLIFT 6. For Uplift loads CD=1.6 } to LENGTH FLAT .� "•~' HALF HALF Connected Connected to truss to wall 2j" Min. edge distance LENGTH 10 WASTED Tie Beam formed with STRAP #7 concrete filled mosonary or concrete tie boom STRAP #6 REV 3 17133 Page 7 TABLE -5 F16294.8 STRAP #2 Truss Anchors NVTH 1Y4"x14G, Seat 18G H No. of Maximum Uplift Loads (Ibs) Maximum Lateral Loads (lbs Length Product Single ro ouble Stro s g Code Fasteners g p P Ingle rap Double Strap (in) in each Strap on on 12 NVTH-16 NVTHS 212 10d x 1.5" Single Truss ouble Truss L1 L2 L1 L2 14 NVTH-18 5 1032 2064 560 525 1120 1050 16 NVTH-20 NVTHS 216 6 1222 2444 671 630 1342 1260 7 1275 2550 783 735 1566 1470 20 NVTH-24 NVTHS 220 8 1329 2658 783 735 1566 1470 22 NVTH-26 NVTHS 222 9 1383 2766 1566 1470 24 NVTH-28 NVTHS 224 10 1437 2874 783 735 1566 1470 26 NVTH-30 NVTHS 226 11 1490 2980 783 735 1566 1470 32 NVTH-36 NVTHS 232 12 1544 3088 783 735 1566 1470 44 NVTH-48 NVTHS 244 13 1598 3196 783 735 1566 1470 Cp=1.6 for Uplift and Lateral foods. 1 1 Y 14" 0- 1)04w 1 H O dot 0.203"x 1' 1Y' H O MIN 4" Holes Dia. 11.144 EMB. MIN. 4" O EMB. q NVTHS 1 NVTH 1q NVTH, NVTHS STRAP #2 Single Strop Double Strap Single Truss Double Truss Q Concrete Tie Beam Concrete Tie Beam or Tie Beam formed or Tie Beam formed with concrete filled with concrete filled masonry masonry REV 3 18/33 Page $ IFL16294.6 STRAP #5 TABLE 6 -- SKEWED NAIL PLATE Product Steel Fastener Allowable Loads (lbs) Code Gauge Schedule ( ) tie" 1Y•' 'his NVSNP3 16 (6) 8d x IX 594 594 3X1" O O ' For Uplift, use two NVSNP3, one at top chord and • one at bottom chord of the supporting and supported o 0 0 Trusses in compliance with section 2321.7 of the FBC. • • CD=1.0-Gravity CD=1.6-Uplift Supporting ingo tam • • •1 �o • o SBM cord 1• o 0 0 h -W 3 . • • Supported • 'Xe" Ir 1Ya 9is Truss Top dt bottom chord Hale pattern is Holes ila dio. mirror Image of the W WAM oppeite We sta at o In FL16294.6 IFL16294.6 14 G Straps NV358/NV458 TABLE 7 - NV358-2 Ply Seat TABLE 8 - NV458-3 Ply Seat Assembly 14G Strap Dimension Total No. Total No. Allowable Total No. Total No. Allowable Product Product H of Fasteners of Fasteners Loads (lbs) of Fasteners of Fasteners Loads (lbs) Code Code (inches) in 2 Straps in Seat p in 2 Straps in Seat t Od x 3 10d x 3 Uplift a I L2 10d x 3 10d x 3" uplift U L2 —12 NVTH16 12 8 8 2245 1961 1839 8 8 2245 2783 2078 —14 NVTH14 10 8 2525 2206 2068 10 8 2525 3131 2338 NVIM—18 NVTH20 18 12 8 2808 2452 2298 12 8 2806 3479 2597 20 NViH24 20 14 8 3088 2697 2528 14 8 3088 3827 2857 NM—22 NVTH26 22 18 8 3387 2942 2758 18 8 3387 1 4175 3117 MM-24 NVTH28 24 NY=-26 NVTH30 26 Cp=1.6 for Uplift, L1 & L2. tY•' —32 NVTH36 32 x • 3• Nv3ss 44 NVTH48 44 4W NV458 1¢" 0 tYa' tYl 21r 2Y1• 0 t . 0 21r I3 NV3581 2 py seat NVM 51(;NV458 3 pf)seat NV455 0 • N UPLIFT Holes DkOfe" SIR�View 140 NVTH 8>� 4 � �' r e Set a.Z039f t' 4'wk. Ph 1s ma Wit, Holes— )r ...r, Di0.3is 2W2VConcrete Tie Seam ° or Tie Beam formed i -• :,.: • with Concrete Sled Y Masonry. 2W IV Lam`i Holes Dia. V t . 0 4 1 BG Seat Detail REV 3 19/33 Page 9 IFL16294.3 I TABLE 9 HURRICANE CLIPS Product Gou9e Fos� Loods Obs) Code Description a MM ►CANECUP - RMT 18 6 6 525 253 ]�33 NVHCL HLONCANE CLP - LEFT 18 6 6 525 253 For Uplift, use two dips, one on each side to comply with section 2321.7 of the FBC • CO-1.6 for Uplift, L1 & L2. Tap prom e e e e • UFLWT 0 0 .TOP VH • hate dkL.0.178• NCL a NVHCR • eepam • Cross-Sectio, dwd SCALE: 'yp . l 2 s e z-�Ploon •o 0 NVHCR L1 L16294.3 g716294.3 TABLE 10 TABLE 11 14G NVTH Straps NVSTA/NVHTA NVSTA-Single Strop NVHTA-Double Straps Assembly 14G Strom Dimension Total No. Total No. of Allowable Loads (lbs) Total No. Total No. of Allowable Loads (lbs) Product Product H of Fasteners Fasteners In re-2500 PSI of Fasteners Fasteners in re-2500 Psi Unless Noted Code Code (inches) In Strut 20 GA. Seat In two Straps 20 GA. Seat NVSTA-12H 10d x Or 10d x 1}¢• Uplift L1 L2 10d x 1Yi" 10d x IX* Up11it ! a L2 N44TA-12H NVM18 12 5 6 1306 700 1049 1 10 6 1772 2078 1080 1450 NVSTA-14H NVIMS 14 6 8 1426 M 1144 12 8 1 1994 2338 1161 1631 NVHTA-14H NVSTA-IGH 7 8 1545 823 1239 14 8 1 2215 2588 1312 1812 NVHTA-18H NVMM 18 6 6 1684 1 887 1335 tMTA-20H NVM24 20 9 8 1 1783 1 980 1430 18 8 26583117 1578 2175jj NVNTA-20N N MTA 222 H NVM26 22 C =1.6 for Uplift, L1 & L2. Is" y,• _ 24 Ali' ;f. NWA-26H NVM30 28 � e o Q OTA-26M Til, TA-32H —T NiMTA-32H NV11138 32 NVSTA-44H NVTH48 44 t '� . . )�'NVHTA—MH �T. �`--- 1 0-41, —T Mabe 01a.Side view f(• ♦ 4 O 140 NViH 9. tY4h 1Y4�nY4" 200 sent H H 1 concrete tPLIFT mete UPLIFT Slot 0.203'X i• Embedment. Embedment. i • 2 NVHTA ]� r 1)¢" 44H NVSTA may. 44H _Ph himmed Concrete .r--ReInforced beam Concrete n Top bottom or r�forced Top d bottom cr rein�toroed ~Ll orate We* wa6 .`. ate block WON STRAP #3 REV 3 20/33 Page 10 TABLE 12 IFL16294.4 JOIST SUPPORTS 18 G NVJH JOIST SUPPORTS Allowable Loads (Ibs) joist Double Sime Fasteners 0.aft i o�loos open Lao"leas Product �� Size Header Header e e0°x14° °a DoueN W H BS Size Size titer Meader N°oa«s NVJH24 1 3% 3 2x4 2-2x4 2x4 6-10d e-10d x W 4-10d x 1111 744 744 493° NVJH126 1% 5 3 2-� 2x8 10-104 10-10d x I e-10d x 111i 1240 1240 821 2x8 2-2x8 2x8 2x8 2-2x8 2x8 r NVJH28 1% 6% 3 2x10 2-2x10 2x10 14-104 14-10d x 7-104 x IV 1736 1736 1079 202 2-202 2312 • Use only In non-HVHZ STRAP #1 & #4 Single Header -2X fflj0I)t' 1 l4' 3' Double Header HNVJH 26 as :drown NVJH 24 & 28 o similar but with BS different holes. W TABLE 13 IFL16294.4 NVSO 236, 16 GAUGE. HEAVY DUTY FACE MOUNT JOIST HANGER Joist Header Fasteners Allowable Loads (Lbs.) Size Size Header Joist GRAWY Uplift C0.1.0 C0=1.6 14-10d 6-10d 1758 1108 2-2x8 2x6-8 2-200 14-164 6-16d 1875 1279 2-2x12 6-16d 808 1217 Header 2-2X Minimum a o o a s)C o a a 9 a p a 1�• Joist / / BOLT HOLES 1/2' DIA. 1-2X M&ltmum , NAIL HOLE 3/16" DIA REV 3 21/33 Page 11 TABLE 14 IFL16294.10 TOP PLATE ANCHORS NVTP & NVTPH A Size Product Gouge Dimensions (in) Code 9 A 8 2x4/4x4 NVIP4 20 3jr 8" 2x6/4x8 NVTP6 20 5jr 8" o 2x8/4x8 NVTP8 20 7j" 8" o ° 2x4/4x4 NVTP4H 18 3jr 8" 8 o Stud ° 2x6/4x6 NVTPBH i8 51r 8" o ° min. 2x4 0 o ° 2x8/4x8 NVTPBH 18 7jr o ° Total number of fasteners o ° 10d x 19* ° 0 Product e Max. Uplift Capacity (lbs) 0 0 e 6 8 1 10 1 12 e NVTP 4,8,8 828 1087 1348 1803 NYiP 4H,BH,BH 938 1207 1 1478 1 1745 Notes: 1. One half of all ~: specified fasteners shall be used on ,:,, ,: •. ,;•R.; �..�•�. •� each side of the stud to achieve tabulated values. 2. Co-1.6 for Uplift. TABLE 15 IFL16294.10 18 Gauge NVHC 43 & NVHC 43/2 HURRICANE CLIP. PRODUCT FASTENERS DESIGN LOADS(LBS) CODE DESCRIPTION HEADER JOIST UPLIFT a L2 NVHC 43 Hine alp - wide 9-10d 9-10d 687° 407 308 NVHC 43/2 Hw kme 01p - wtdex2 10-10d 10-10d 917 547 432 *For Uplift, use two dips, one on each side to comply with section 2321.7 of the FBC W. 3Y4" Cpg1.6 for Uplift, Lt & L2. Y4• t " W �\ •' " rt 3Yt" r _ 34 2Y4" • " • • e M ° ° "• . 1-2X(17�•MAde UPLIFT 2-2 3"N4de UPLIFT NVHC 43/2 NVHC 43 Use 2 dips L2 N L2 aro, an each aide �.p REV 3 22/33 Page 12 18 Gaugg Male aias. [FL16294.1 Table 16 Product mymmkns (inches) Fact~Schedule Allowable UXWS(ft) Code Wt W2 L Header Jsat F1 F2 A85 IX1" 2%,- S 3-10dxlh" 3-10dx1Xi" Sit 595 A87 1X2" 24fe` 7 4-10dx%* 4-10dx%* 582 794 Notes; No9 wider angle leg to Joist and Shorter log to Header. CD = 1.6 for F1 Qt F2 WZ W1 �F, 'awt o 0 0 o 0 o L L • 0 F2 0 p O AB-7 .� Tvl2ical Installation 18 Gauge NVHC 37 SWAY Grip Clip (g�� IFL16294.1 Table 17 Nail Schedule Allowable Design Loads(Ibs) Product Code Description def Joist or Plate or Stud Uplift Li L2 NVHC 37 Sway Clip 16-8d or 12-8d or 710 560 73C 16-10d 12-10d CD = 1.6 for uplift, L1 & L2 upuFr t�• r 1�. UPLFT oe .• // •• � 1. L2 • • 2" L1 • L1 �. 4" to REV 3 23/33 Page 13 12 Gauge NVTHJ Truss Hip & Jack Hanger JFL16294�3 Table 18 MmWs tronas Obs)& Plne Nag Schedule Product UP Header W9 Noll lOd Jade Nd 10d Code 6R 100x 1151[ 125X wo 180 1 e a b total e d total NV0 M 1478 2444 2444 2444 18 4 3 7 2 3 5 WMM 1931 3229 3333 3333 20 5 1 4 9 2 3 5 Note: For 1-2x members 10dxlX* nails can be used 20G Stud Plate Ties-Ike[VL16294.9 • Left e e Right a Table 19 _c_ Productmmmwm (inches) Fasces A Loads (11n) u_ �,� _d_ �� —b Coda w N L Stud Plate lit L1 L2 BtE 1 1�" S" $J* 8-10d 4-100 787 337 337 Janda OM 2 iJj" W $J" e-10d 7-10d 932 451 318 1-2x CD = 1.6 for uplift, L1 & L2 1 UPLIFT UPLIFT 41s H 0 oe ° NYfFN-28 as stxwm ( ' 03/18" ° e TM L� e 574. 03/18" • T • e o° TO. H 0 TYPIM NMIMWALtATO1w if ncE-1 �2 tleader 2-2x � WDU-28 as mown WDW-28 shndar REV 3_24/33 Page 14 p Seat Truss Anchor.They aro de On 1 to mist lateral mel !arae The ,C: trap b made of 14 gmele steel and ft soot of 20 pille steel. Table 20 IFL16294.7 AMM" DirnOnSion Total No. Total No. of Allowable Loads(lbs) UPUFT of Fasteners Fasteners in = Product H in Strap 20 GA. Seat F'c 2500psi Code (inches) 10dxlh* 10dx1)2' Uplift Lt L2 NVSTA12 12 5 6 1046 700 1049 1 " NVSTA16 16 6 6 1141 760 1144 7 6 1236 823 1239 . NMA20 20 8 6 1331 887 1335 KMA22 22 9 8 1428 950 1430 L1 NVSTA24 24 CD = 1.6 for uplift, L1 & L2 Holden Double Strap Riveted Truss Anchor. They aro daWed of 14 a stem plies to raw lateral and ON fares.The awls aro made of 20 OMM steal. Table 21 IFL16294.7 Assembly Dimension Total No. Total No. of Allowable Loads(lbs) Product H of Fasteners Fasteners in re - 2500psi (unless othernise noted) Code (inches) in two Straps 20 GA. Seat 10dxlX" 10dx1X" UPM F-c =iMpsi Li L2 NVHTAI2 12 10 6 1506 1768 1050 1450 NVHTA16 16 12 8 1 1695 1987 1181 1631 NVHTA20 20 14 6 1883 2208 1312 1812 16 6 2071 2429 1 1444 1994 NVHTA22 22 18 6 2259 2649 1 1575 2175 NVHTA24 24 CD 1.6 for uplift, L1 & L2 "y i• UPLIFT Ll i�� MEN MENETnMM 3:21-026 Al, no BEEN Rio CIA In�� eiiiEiIUMiiMiRUNE MEN i ammffdmmmmzm nmMMw�iriiii�iiiiii ti m■�� MMENMMsMIMMMM HEM ®r��■r��MEMEMEM,0No SON ME MEMO MEMEMEMMONEWMEEMEaId ME mal:m. EMEM ECIMB MEQ1- 2.00WIN MOMMEMEMEMEM MOMME �MENEM mommommrmmsmmr � SEs®i ocm� MEMENEW� 5 Nor_ - rNo 0 MEEM Mae MEN 0 No Imm M MME m ME 0 Mm MEMEMSEEME s�NON �� E 0 e■� �� SEEM M MEN M M 0 M No�� MEN NoMEMO MEN MEN�� m■MMEMEMEMEMEuMEMMM 0 m�m�HH��mm�mmmm�rm�MENEM REV 3 26/33 PROJECT: PAGE: CLIENT: DESIGN BY: JOB NO.: DATE: REVIEW BY: eDeftn - —Ml 318-W INPUT DATA DESIGN SUMMARY COLUMN WIDTH ct = 8 in FOOTING WIDTH B 1.33 If COLUMN DEPTH 02 = 12 kr FOOTING LENGTH L = 1.00 It BASE PLATE WIDTH br - 6 in FOOTING THICKNESS T - 12 in BASE PLATE DEPTH bz = 12 in �P FOOTING CONCRETE STRENGTH fc' = 3 ksl REBAR YIELD STRESS fy = 60 ksi AXIAL DEAD LOAD Po, - 1.663 k 17777-1 AXIAL LIVE LOAD PLL - 0.725 k IT LATERAL LOAD(0aWIND,1-SEIS'MIC) = 0 WkM,SD .- AXIAL LOAD PLAT = 1 k,SO 4F a SURCHARGE cR = 0 ksf SOIL WEIGHT We = 0.11 kat c FOOTING EMBEDMENT DEPTH Of - 1.67 It FOOTING THICKNESS T = 12 In m a u ALLOWABLE SOIL PRESSURE Qa - 2 ksf FOOTING WIDTH B - 1.33333 ft 1 b, FOOTING LENGTH L = 1 If THE FOOTING DESIGN IS ADEQUATE. L ANALYSIS DESIGN LOADS(IBC 1605.3.2&ACI 318 9.2.1) CASE 1: DL+LL P = 2 k 1.2 DL+1.6LL Pu = 3 k CASE 2: DL+LL.orX1.3)W P = 3 k 1.2 DL+LL+1.0W Pu = 4 k CASE 3: DL+LL+0.6(0.65)W P - 3 k 0.9 DL+1.0 W Pu = 3 k CHECK SON.BEARING CAPACITY(ACI 31815.2.2) p CASE 1 CASE 2 CASE 3 gales m— - 1.86 ksf, 2.49 k9f, 2.18 kd BL q MAX < k Q a, dory) where k-1 for grevily kms,413 for lateral loads. DEMON FOR FLEXURE 00 318 22.5.1) om.=Mw(50TS. 0.850 fps) - 5.28 ft4dps where ¢ = 0.6 (ACI 318 93A) S - @Gestic Section nroduius of Section - 384 Irt3 M.=(0.5L-0.25b1-0.25c1)Pr.. 0.05 "ps < h1 n patlskictom 2L CHECK FLEXURE SHEAR 00 318 22.5.4) OV.=3 44) feBT = 8.41 kips where - 0.6 (ACI 318 9.35) V.=(0.5L–0.256,–025c,–T)PL - .3.12 kips '� o V a patiellm Y) CHECK PUNCHING SHEAR(ACI 318 22.5.4) OV„=AON3+T8- fQ(c,+cz+br+ba+4T)T 92.31 kipsr( JJ 2.66] OF 0.6 (ACI 318 9.35) r YO - ratio of kmg side to short Skis of coned bad = 1.50 V„=P f l-BL( 2 c,+y��b zZ cz+7)1 - 5.82 tt-lops < 4 V n ISat(deatOryl REV 3 27/33 MIAM•DAK)E WHAM-DARE COUNTY e PRODUCT CONTROL SECTION 11805 S%V 26 Shut,Room 208 'DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES(RER) Miami,Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T(7"315-2590 F(786)3t5-2599 NOTICE OF ACCEPTANCE OA www.miamtdade.eov/ac_Qaomv Florida Fasteners Direct,LLC 1435 Rail Head Boulevard Naples-]U.3AUA- SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami Dade County RER Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below.The Miami Dade County Product Control Section(In Miami Dade County)and/or the AHJ(in areas other than Miami Dade County)reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke,modify, or suspend the use of such-product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code,including the High Velocity Hurricane Zone. DESCRIPTION:Blue Tap Screw Anchors APPROVAL DOCUMENT:Drawing No.13-037,titled'Biue Tap Screw Anchors",Sheet 1 through 4 of 4,dated 01!28/2011,with revision 3 dated 05/13/2013,prepared by Tilteco,Inc,signed and sealed by Walter A.Tillit Jr.,P.E.,bearing the Miami-Dade County Product Control renewal stamp with the Notice of Acceptance number and expiration date by the Miami-Dade County Product Control Section. MISSILE IMPACT RATING:None ' LABELING:Each box shall bear a permanent label with the manufacturer's name or logo,city,state, model/series and following statement:"Miami-Dade Cdunty Product Control Approved or MDCPCA", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has leen a revision or change in the materials,use,and/or manufacture of the product or process.Misuse of this NOA as an endorsement of any product,for sales,advertising or any other purposes shall automatically terminate this NOA.Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT:The NOA number preceded by the words Miami-Dade County,Florida,and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION:A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA#13-0521.10 and consists of this page 1,evidence pages E-1 and E-2,as well as-approval document mentioned above. The submitted documentation was reviewed by Carlos Nt Utrera,PS. NOA No: 14-0930.19 RMLAMUMExpiration Date:October 07,2019 Approval Date:December 31,2014 � 3 � ' Page 1 REV 3 28/33 Florida Fasteners Direct,LLC NOTICE OF ACCEPTANCEEVIDENCE SUBMITTED A. DRAWINGS i°Submitted under NOA#13-0521.10" 1. Drawing No.13-037,titled-Blue Tap Screw Anchore,Sheet 1 through 4 of 4,dated 01/28/2011,with revision 3 dated 05/13/2013,prepared by Tilteco,Inc,signed and sealed by Walter A.Tillit Jr.,PX. B. TESTS "Submitted ander NOA#13-0521.10" Test R.e ort No. Standard Date Sianatnre 1. HETI-12-A580 ASTM E488-10 01/03/13 Rafael E.Droz-Sada,P.E. 2. HETI 13 A1000 ASTM E488-10 02/08/13 Rafael E.Droz-Seda,P.E. 3. HETI-12 A592 ASTM B488-10 01/03/13 Rafael E.Droz-Seda,P.E. 4. HETI-13-T300 ASTMF606-11a 01/09/13 Rafael E.Droz-Seda,P.E. 5. HETI-12-C110 ASTM C39-12 12/13/12 Rafael E.Droz-Seda,P.E. 6. EETI-12-C111 ASTM C39-12 12/13/12 Rafael E.Droz-Seda,P.E. 7. HETI 12-CI 13 ASTM C39-12 01/09/13 Rafael E.Droz--Sella,P.E. 8. HETI 13-0305 ASTM C39-12 02/08/13 Rafael E.Droz-Soda,P.E. "Submitted under NOA#11-0316.07" 9. HETI-11-A500 ASTM E488-96 01/13/11 Candido F.Font,P.E. 10. HETI-10-A630 ASTM B488-96 01/13/11 Candido F.Font,P.E. 11. HETI-10-A634 ASTM E489-96 01/13/11 Candido.F.Fant,P.E. 12.• . HETI 10-C100B ASTM C39-09a 10/20/10 _ Candido F.Font,P.E. 13. HETI-10-A640 ASTM D1761-06 01/13/11 Candido F.lion4 P.E. 14. HETI-10-A638 ASTMD1761-06 01/13/11 Candido F.Font,P.E. 15. HETI-11 T106 ASTMF606-10a 02/25/11 Candido F.Font,P.E. "Submltted under NOA#10-0104.02" 16. Test report on Tension and Shear Capacity per ASTM E 488 and Corrosion Resistance per ASTM G 85 Annex 5 and TAS 114 Appendix E of 3/16"and 1/4"Carbon Steel and 410 Stainless Steel Anchors,prepared by Stork Twin City Testing Corporation,Test Report No. 329'9445.1,dated 03/25/2009,signed and sealed by Thomas A.Kolden,P.E. C. CALCULATIONS "Submitted under NOA#13-11521.10" 1. Anchors allowable loads prepared by Tilteco,Inc,dated 05/13/2013,signed and sealed by Walter A.Tillit Jr.,P.E. _ "Sub»rttted under NOA#11-0316.07" 2. Anchors allowable loads prepared by Tilteco,Inc,dated 01/28/2011,signed and sealed by Walter A.Tillit Jr.,P.E. Carlos M.Utrera,P.E. Product Control Examiner NOA No 14-0930.19 Expiration Date:October 07,2019 Approval Date:December 31,2014 E-1 REV 3_29/33 Florida Fasteners Direct,LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED D. MATERIAL CERTIFICATIONS 1. None. E. QUALITY ASSURANCE 1. Miami-Dade Department of Regulatory and Economic Resources(RER) F. STATEMENTS 1. Statement letter of code conformance to FBC 2010,issued by Tilteco,Inc,dated 09/26/2014,signed and sealed by Walter A.Tillit Jr.,P.E. "Submitted under NOA#13-0521.10" 2. Statement letter of no financial interest issued by Tilteco,Inc,dated 03/19/2013, signed and sealed by Walter A.Tillit Jr.,P.E. 3. Distributor agreements dated 09/17/2012 and 04/11/2013. 4, Articles of organization dated 08/15/2012. Carlos M.Utrera,P.E. Product Control Examiner NOA No 14-0930.19 Expiration Date:October 07,2019 Approval Date:December 31,2014 E-2 REV 3 30/33 ALLOWABLE LOAD FOR BWE TAP COATED •CARSON STEEL SCREW AMCHOR (3), (6) FOR A GIVEN SUBSTRATE (4) VALU98 ARE VALID FOR ALL MODEL NUMBERS & PWFWM INDICATED ON Si•aU 3 & 4. TAP $CREW AN QRSi CONORM CONCRETE CONCRETE COhiME HOi0K WOOD WOOD 1. tW TAt'OWN sr£a.SWROMSty ON TSS F==APPFOA DftUW ANCHOR (f'o"+2000 (f'o-2447 (f'o-2883 (f ow4298 tea)W OW FOR CCStP V(I=M=MIR THE 2010 t0 0 of THE TYPE R EMBEDMENT E.D. p� Mtn.) psi i�las.) pst Min.} pet tttn.) (f 0-1974 (0=0.46 Min.} 0-0.36 Min.) its= PR00M W BE ABTA M 91ti!►ti=rtEioetTY r�ZOU psi Min.) -w/ oomo SHEIiRslim- SHPR HNSIN SlM 80 SHEAR 2. MM TAP CAM WEL S�1 Ait£ooRR0 N Rt' MW AND W IE WO BT3H 1" 128 291 - .. .. •• .. - - - - - COA'CRt'm omm t�E=&WOOD: - M 00 CME RWM ST3C 1 1/2 2 1/4� 226 388 -- ..187 291W 102 207 - .• MAN=8.YZHW WE�Pf s P R H WE 10M ft- t71789 E 8�ASD W REPORT i HO 11-Tta 1" 21/2- 170 263 •• •• - •. ., -- •• - -' .• - -CA W SM ANOW BCtM I=HOURS� CMA U Md Asit+t Q-ft AX9 2° » _. .. .. .. 134 118 - •• » S 114IWO . F8t SM AA�1 rM MY toFNi@W A=l TW i� M#3298445.1. 1 1/4" z i 2" 214 283 - - -» .. .. - 268 .. - .» 3 �LM FOR MM ON S FOR WIM EM O ARE SM BT4ti 158 304 -- - -- ON Uk1QM Lam BY A tllt M WW fAGM OF 4-M(FAR WOOD do W W 314V .. -. - - ... w _ .. _ 267 M 167 -- t In-10- tial-to�s��t��o4, t tot ST40 1 1/2" 1" .. .. » » _ - _ .. .. 285TT 188 167 133 HEil--f0 X1640.HM-It--M(tet MD AS PER SM TON CRY MW OMMM BT4T 2 1 2" 397 436 - - -- - 257 1 167 133 LW WIRY MW 84W. OW i> MW M8l$AT£O WUM ft IM[ XMPME V=OSSTAI►m Do or i "mm Fm om omt ij 284 90 1 284 90 481 140. 4. W E@ D tet.stoi sT : 2.08" LI 1 2" - - 292 249 -- - .. ^- - .. ..1 2" - 388 3E51 409 371 1338 4S3 - - -- -- - "9tIl�tel OMM SM�` TO AIX 316 IM 1a STt�'6TIt AS Mo ON SC}{£OiH.>ti As TES1£O 8Y 1N�M�AND Tmm N0 R£ms I Hm fO-C[008,HEH 1"100 AS 03 1I-•0134. ou twORivd TO om c-90 vw mm 0m mm m Mo ON somma T£STm of wimA9tE mem no ii:5m 0 low f to 11-41.0 so ova omm m 2006 i406.1ft1H 18+1.6fm 6'ttm 09"OR 100"AS T6ST£0 8Y Mo=omms AND mlHtti to wItTB/ M-10-mm AHD }iE1h-tQ�640. *,�=A 8. At1l N WW=9VU BE S[R;CiLY iX IN A©00[[61 U Viii NJWZIfAO WWft PiHfi W MMIi0Ti0dA ANO 71ECHWAISM M Si111STRAT6 (4) MLL W M 3/3R'0 CAS MWW 8ff FOR 3/16'S WIN A XH=A10 WM 3/t$'0 C NAS'at Fit 1/4`4►#am oRu ttDLE i/4`0 omm 1fUff4 mm ``:�'• ''� $.'ALIS Oft 0 MOM AND HM WW STOCK FOR 3/16`0 ANCHORS ARE SIAM ON A eT3tI� 8T3t`n � ST'•itt, @T3% MOM SPAttllit(C.G)OF 2 1/4`.Ci.OSM St'l 15 tOt mOCEt�BI.& » @T4fl @T40 8T4", @T4C ►OL 1lH ,.,,�. OR OUT SCREW :ol;41 BMW (3 de 8 A' � � OR FNS MW 7. AWN=W=IN OD iE AND I�U.C47 8,At2C FOR i10f A AK W=ON A AHCHORB I :°r s � 11- Y.4°4 ARCM= MM SPACIN(C.Q OF 3`.CIO MHO IS Wr XMVAF- AMM tANVDS , Y IN WOW Fit 1/4 MOM 1AM SM ON A MUM SKIN(C.)W L ^"»:s.7°s:'m»*,` s �t,^,•;c��+,"• S11@SIRAT£ " r:r:x•.;y :a <6.:`opal»:. r.J rr.qOM VXK0 IS IOT AOMMAME SEE IH:TA2.I FOR WZ MUM Nilo WMW WVM M i67Rtt MIME. 1'IXTUK r 6' DETAIL J. DETAIL 1 9. Jai.WMW ARE OR=70 A?lASFACN b TMMU AS WDAM W SHEErS 3 & 4 HIS MS _ `,t�jtt •� ,.. 3"kt r F4itJDtlCi']RlK11ISt ti''; ••• �� ., FLORIDA !Loin CODE (NGH VELOCITY H R2RiOW ZONE) weoavrrt041wED g �.,rle►�t9loltar. �: t►� 0.4 BLUE'TAp SCREW ANCHORS saw sr�x eoallptlt>be@w@IlttlettiQa AtloeptaleeNo 0 j0 1V 8r n ra3lua �: .4' 1 L. E C Q ttta. i4 rRAP a� 341V14 s os is g .�. ,. mcir restiatc, ac cx�issAars aoa�PaHY Pi0?!tt ►�s-8�es + -oh-......t �� fmg:4 }�aslee FAlt1 s21f-5189 /� • Hpaoa� .fac 1 —163) diai 3411,f. 3"1,�77 ''' IVRAL X,ilitHtl„311f��"'•s'', Jr P.E. uaw cede+ence�Em-mmistm mn •,aeaonos �a DdPAYf1�D No I,�u++R--INADE COUNTY P.E. S�./SI Na URE/QA 'e�: 441V "° s>sEr I OF REV 3 31/33 ALLOWABLE LOAD FOR BLUE TAP COATED STAINLESS STEEL SCREW ANCHORI-W-SIAINLESS STEEL RWE TAP (3), (6) FOR A GIVEN SUBSTRATE (4) SCREW ANCHQ[Mt VALUES ARE VALID FOR ALL MODEL. NUMBERS & PREFIXES INDICATED ON SHEET 4. 1. 111K'app SWpS SM SCR£W Alm, "M ON rias PRODUCT APMK OOClfTdEW GROUTEDA O.)KU OM VENO FOR CMMB{A1:COWICE•VID!M 201017c1IM OF THE CONCRETE CONCRETE CONCRETE OM. BLOCK Bohm CWL mavaT NAY BE maw"m=r mtf wwdm no - ANCHOR (f'a�+2170 (f om2884 (f'a-4800 � (f'a�200p ow-oUP� �Comm Ir Anw w BE Maw E.D. C.C. psi Min.) psi Min.) psi Ming si Min. z � ENSI SHEAR TYPE SHEAR tENSIOM SHEAR SHEAR srla oo�1RErE&c;ROUr1�oD1K m 1 -MIMS ARI:NAD£OF(1•ae 00 pO CAS K4HQMW M 3D4 SSS M>1!Ntt 2" 2 1/2" -- — — — �. _ 122 — MOM PER M TIM WQ 91M 13-T= 248 - TAs�114.�Sr MY cfl�t aor 1COM MOM ASIM -415 1. moo „ -OW�M ARE lDEtQlilf UK VV?AARP. BTS4H 3 3/4" 2 5/2 — — ., _ .. 125 299 4 A L WAD FOR NOW V=0 ON E FOR VA1 EDGE D1srMCM AM BAW OII AOM W.TSrW LOM Dt1 W BY A MR=SAff11'FAM OF 4.00(tom OMBQE).& <3 SAC x" 2" 4" .� _ _ -- , coo° 1�-1 � D WUM ass 274 WM PER JAMCK 2 1 2" _ ., �, .» _ .. .. _ ARE wr s7oGe BO NDI OMWE SUBs11o�1E F611R1(SEE PM 11 BTS4'T Y .. 4. SLISMM tit maw w BE INSTALLED SWIL O0►�i•Sr OF: 1" 3 340 133 425 146 469 159 - •- �1�g aua.o TO A01-314.wffH �S�Rs:11O1F! AS 1►'OTflD O� 9�IE MZ AS W=Of EW WW MWBM M IESM W ISP= +t " .. _ ... 1IE6 12-Cat. 2,{}8" 2 1 2" 3" 357 419 533 494 640 508 — -- - If m.oa d To ASrtt C-a�1ri11Sb m oo11e SrREOMM AS i OY S 6 &Ej AS TEM BY"00M VOMM=TES M DIC REP=/Hat is-MOD 41 HM 13-03 B. Abd spur m am w s1RW w wm BI=mw ON NANtlfACri►AE m mxm + .NOTE DISRtJ w WRUI.11 A Ate 1ECCAL/SU M Im"DRD1.HU Ism 3/16"4 mm _ NAS011RY B1t#Ort 1/4'4 mm i>1a wz 1/4'am"DIAN omm welow. 8 amus f LDN16$1 CONC=AND i;iwo CONCRETE BLOCK TCR 1/4'4 mm W- SW QN A SP'ACRQ OF 3'FOR CONGt1frE&2 1/2. V OR r M GWQUIEO Vit •*. .�,? COISCRETE BLOCK. OLOSER WACNQ IS NOT ACCO A L Sil88TRAT1[ (4) '`•">= 7 SIX am i FOR WK OISI 'ABD qtr Oft AM RMRNM& 4` t4: •r�:`�' 8. ALL MOM ARE WS=VD A MWOMM T+OLf1 M AS DEGM'ON OW 4. S : BTS BTs40Lw WOE BIS#!i, $T84O OR T84T ^a"'s+, DWANCE „s� 4R BTS4T SCMW ANCHORS 8) SOW ANCHORS ...... ....«.. �'•. »+as; An. ' r rB1olftom (STRATB •'-;r j6ah's{�:a w��;' yat= TiJRE .—...1 FB .) �*_•r•a�q�t�!H•i.8 t *�5..2'K�;�-t nXTURE f1XT QETAIL -1 Nr8 tiT8 • t 1'RODi1CT3U3VI3Rl3 ��t��__``�� IMORM SIALWO CODE (HIGH VELOCITY HURRtC1�lE ZONE) PRODUCT Illo mm .m T1s wiN**vI uih L+v�:.• `,0 EAf 4'•, ascot vtrl�the?`iariJ� cws ti E`_..7` orassmomw jkvmphm N6p ,�"', - � «}� `. BLUE TAP SCREW ANCHORS x �r 1 •.T -- �A'1 ii�j ... � �r� • .�1 :}� : =LE C INQ. 14x5 RAR.HEW OW MM 3 Q3,t3/13 m , a�IAT OF .'( 383 NAI' R 3f�i0 t, a� TES7@it�dt EISOINEERRIQ . `V Im.'.� .1LI -An 93-037 '��I '••...v.• •a i-AAAA O.ti�. . L� i aea'a f-Mvs P� Ma us"m t= mua 000" ON WAYM Mo MIAMI—DADS COUNTY P.E. jsi6t6ATtif�E/DATE tk i RI t aa, ► tEEt 2 Of 4 s . REV 3 32/33 3/1.6 (inDIAMETER HEX HEAD CONCRETE SCREW ANCHOR . PART SPECIFICATIONS HEAP . ALTERNATEMODEI NOMINAL PART THREAD MARK LENGTH LENGTH LENGTH XY MON-SLOTTED MEAD 32 1-1/4' 1.21'--1.31' full thread 11 „ b AS POINT 45 1-3/4" 1.72'--1.82' full thread 13 0.2' -- 0.260" 0.171 _ 0.184 SHOWN 57 2-1/4' 2.20'2.30' 1,90'2,05' 21 0.146" - 0.148°root o a 0.135° 0.IW - 0.200" 65 2-1/2. 2.51'-2.61' '1,90'-245' 22 0.160" a17tY' 70 2-3/4. 2.71•-2.81' 1.90'-2.05' 23 VURSLOTTED82 3•-1/4' 3.17'-3,30' 1,90'-2,05' 31 953--3/4 3.66'-3.82' 1.90'--245' 33 0.320" - 0.340" SHOW TREAD LENt3 100 4' 3.86'-4.02' 1,90'-2.05' 40 PART LES 125 S' 4,84'-5.00' 1.90'-2.05' S0 ALTERNATE DIAMOND POINT i D T C ETE C 0 MODEL NUMBER PREFIXES ST3H= 1 -o CARBON STEEL WX WASHER HEAD A8 POINT 13=.,3/15"o CARBON STEEL FLAT HEAD le: OWN2 0.14$" - 0.148"root e a a136" o�o'-4eooi BLUEOWN -TAP CARBON STEEL, 3/160HEX HEAD, MODEL 32 �O • 4601--0,170' 0.34W -- 0..W THREAD LEIS • TORX PART LEI4 FLAT HEAD ALTERNATE DIAMOND POINT HEAD STYLES . PREFIX DEFINITIONS CARIM CARBON CARR CARD CAF" STARILESS STAIKESS STAKESS 8TH BLUE-TAP STEEL STEEL STEEL STEEL STEM. STEEL STEEL STEEL PHIS PHILLIPS TORR SQUARE DRIVE HEX WASHER HEX WASHER TORX SQUARE DRIVE 3= 3/16-B DIAMETER FLAT HEAD FLAT MEAD FLAT HEAP FLAT HEAD HEAD HEAD FLAT HEAD FLAT HEAD H= HEX WASHER HEAD 1 #2 PH. #2 PFI. T25 TORX 02 $% 1/4'HEX. 1/4'HEX, T26 TO RX #2 SQ. C- FLAT HEAD B (� T X Y gy Y Xy w�onurr eweo •``,y ��..:j Sly/r r•, FL*W A SURMo Ccs (140 8 VELOWY HUMOM ZONE A"W040 T BLUE TAP SCREW ANCH4R3 .BY a .:-., � fro �,., f`i0 �.. . 8 � • � 1L G C 1NC. 1435 Fl J41f J 10/13/13 Q '/ ►A it� d~ Mur 7ESfN�10 EN81Nf t� t^OMPANY PFION 234 .326- f me ••' :'��1��;•; �v t� l ne e�-1m � tauea FAXs 321 348-8380 %, ;,.• �AM 13.037 r�ht`" /9��':'.•' 1y 7 4r Px s. e.+asaox em a►a eaovaa as �Ad8t0 04MAM#—OME COUNTY P.E. S� jBltill>�A"�l1REJOATE tt�►M 4418'/ , a� � safer 3 of 4 i • REV 3 33/33 PART SPECIFICATIONS HEAD Z4 (in DIAMETER HEX HEAD CONCRETE SCREW ANCHOR MEL NOMINAL PART THREAD MARK - - LENGTH L.ENGTH LENGTH XY ALTERNATE 32 1-- 4" 1.210-1-31" full thread 11 Nom—SLOTTED HE 45 1-3/,r 1.72 -1.82 1.58"-1.671 13 " " .i71" r- 0.194 A8OPOINT L_ 65 2-1/2- 2.51 -2.61 F.-O-8-8-2.1E 22 0. — 0.312 SHOWN ods6"--0183' root O 73" t 0.242-0.250" — � w � — � - 82 3-1/4!' .17 3,30 2,08 -2.28F50 0.204"•--0.217° 95 3-sle 3.691-3,82" 2.08'-2.28' SLOTTED _ 100 4 3.86 -4.02 2.08 -2.28 " HEAD READ }}}_��. 128 $ 4.84 --8.00 2.08"-2.28'm 0.472" - 0.504 SHOWN 150 6 say— 2.08 -2.28 60 PART LEND ALTERNATE DIAMOND POINT MODEL. NUMBER PREFIXES T44 (in) DIAMETER A AD CO C E AN D6g W-ORME FW RM 59M UM TRIM HW AS POINT � Br4T. � STS4Hw4'o STANL-E$S VIM HEX WMER HM 0.188"--0.193' root e-0.173" SHsw,O -0.280" BTS4C "0 NLESS ME FIX HEAD o� BTS4T "a STAINLESS STEEL TRIM HERDT t 0.204"-0.217" xamp et BTS 82 o BLUE;-TAP STAINLESS STEEL 1/40HEX HEAD= MODEL 82 0,472" — 0.504 THREAD LENG TORX PART LING HEAD STYLES f1 AT HEAD . A ALTERNATE —r CARBON CARSON CARBOZ+I CANON CARBW STAINLESS STAWESS STAMSS 0.388" -- 0,438" DIAMOND POINT S•m STEEL STEEL STEEL STEEL Sm STEEL. STEEL IR AD PHILLIPS PwLL" TORX SQUARE ONVE HU WASHER HEX WASHER TORR SQUARE DRIVE FIAT HEAD FLAT H.AD FLAT HEAD HAT HEAR HEAD HEAD FLAT HEAD FLAT HEAD PREFIX DEFINITIONS #3 PH. #3 PH. 730 TORX i13 SQ. 5/ii-HEX 5/16'HEX. 730 TORR #3 BT-s BLUE-TAP C= FLAT HEAD , $ xY eic�Y DIAMETER T a TRIM HEAD T X Y XY xY H HEX WASHER HEAD S= STAINLESS STEEL = rRoavrrIewsendetlte!' �` 4v:,....... 1/T r,�, FLORM eUILOM Coop {�oH VEMrr H CAW ZONO _ aoompi�wiOft � ° •�Ci��c�'�"•.�! G . PRRObitC#R�l�WBn gq� C . �+ .,•, W3 IUM +t oto , «ao yj,; ;f p, - -7. BLUE TAP SCREW ANCHORS14M M WN NAPt�s,to 34 to 3 03/13/13 AWT tesmw it MMUMM COWAW prim S1b-8 93 WA&woaua c�oalao{ •'`•. (1 `s *0 `% .rte► 1-64" Fina 13037 �j •..,., • ,� .-raori�l MM—WE COUNTY , MU 4 Or 4 Fort Dallas Truss Company, LLC. 7035 SW 44th ST FORDALLAS Miami, FL 33155 U S Tel: (305) 667-6797 IT D D Fax: (305) 667-0592 Re : 15G29: BRANTLY LOPEZ Site Information: Project Customer: BRATLEY LOPEZ Job Name: BRANTLY LOPEZ Lot/Block: Subdivision Site Name: NEW ADDITION Site Address: 874 N E 99 ST MIAMI SHORES St: FL Zip: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2010ITP12007 Design Program: 7.60 Qct 3 2014 Roof Load: 55.0 psf Floor Load: N/A wind CodeASCE7-10 C-C for members and forces S MWFRS for reactions Wind Speed: 175 mph This package includes 4 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Date Truss ID# Seal# 1 08/27/15 SGE1 0001 2 08/27/15 T1 0002 3 08/27/15 T1A 0003 4 08/27/15 T2 0004 • • •••• •••••• •••••• •••• •••••• • •••• •••• :see*: •••• •••• ••••• •••••• • • ••••• •• •• •• •• •••••• • so. • • • • •••••• • • The truss drawing(s) referenced above have been prepared 2015 under my direct supervision based on the parameters by AUG 27 Arch. or ENG of Record using MiTek 20/20 software. JOSE M P.E. Truss Design Engineer's Name: Jose Martinez, P.E. Consulting a il/Structural 9 9� . 5th Stree 24 E 5th ST, Hialeah, FL 33010 (Florida PE#031509) ialeah, FL 33010 hone (305) 667-6797 NOTE: The seal on these drawings indicate acceptance of (Florida P.E. 031509) professional engineering responsibilty for the truss components shown. Page 1 of 1 Engineers Name Date Fort DaVas Truss Co.LLC. To: Delivery 7435 SW 44 St. BRATLEY LOPEZ Miami,FL.33155 Job Number. 15G29 (305)667-6797 Fax: (305)667-0592 9745 BAY HARBOR TERRACE#27 Page: I Project: BRANTLY LOPEZ Block No: MIAMI,FL Date: 08/27/15 14:27:42 Model: Lot No: Contact: Site: Office: Deliver TO: Account No: 000000273 Name: NEW ADDITION Designer. / Phone: (786)488-9515 Salesperson: JOSE M MENENDEZ 874 N E 99 ST Quote Number. Fax: MIAMI SHORES,FL P.O.Number: Profile: Qty: Truss Id: Span: Truss Type: Slope LOH ROH 18-11-00 01-11-08 OA light:03-02-W 1 1 SGEl COMMON 3.00 2X4/2X4 18-11-00 01-11-08 OA light:03-02-00 2 2 Tl COMMON 3.00 2X4/2X4 18-11-00 02-00-14 OA light:02-10-06 3 2 T1A COMMON 3,00 2X4/2X4 18-11-00 01-11-08 OA light:03-02-00 4 8 '1'2 COMMON 3.00 2X4/2X4 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. JOSE MARTI Consulting Engin ctural Co 9 Truss Design Engineer's Name: Jose Martinez, P.E. 24 24 E 5th ST, Hialeah, FL 33010 (Florida PE#031509) HI L 0 P e(305) 667-6797 NOTE: The seal on these drawings indicate acceptance of lorida P.E. 031509) professional engineering responsibilty for the truss components shown. AUG 27 2015 "" Engineers Name ' •' • Dats• 606.0• 6666 •000.• 0 000000• ••6.6• 6606 •66• • • • • • • 0600 6666 •••6• • •••6.6 • • 6666• • 0 see •66.6• • • •66.6• • • Jon , Truss Truss Type Qty Ply BRANTLY LOPEZ 151329 Z1, Common 1 1 0001 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.900 s Oct 3 2014 MITek Industries,Inc. Thu Aug 2714:30:46 2015 Page ID:p81M5fV t50Z KlodvKE2aysw5J-A47pgOXuDnqdinyWoFv439DnInK5ue03ly1O8uyjdw -1-11-8 4.11-2 9-5.8 13-11-14 18.11-0 1-11-8 4-11-2 4-6.6 4-6.6 411-2 aceta=1:34.5 4x5= 4 3.00 FW2 2x40 11 12 2x413 3 8 1-4 1-1 4"9 9.5 4-7 39.5 ' 9.14 13 10 39 N 2.0.1 5.7 i 2.0.1 6 2 14 9 8 15 7 5x8= 3X4= 3x4= 3x4= 19 $x8= 9.64(0.1-9) (0.1-9) 6-5.4 12-5-12 18.11-0 6-5.4 8.0-8 6.5.4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) 0.21 7-9 >999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.98 Vert(TL) -OA4 7-9 >509 180 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.09 6 nla n/a BCDL 10.0 Code FBC20101TP12007 (Matrix) Weight:78 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10.12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 •••• REACTIONS.(Ib/size) 6=1008(5-6-8,2=12491041-0 • • •see* 660090 Max Horz2=141(LC 14) • • • • Max UplifB=-585(LC 7),2=-885(LC 6) •• • •••• •• •••••• •••• •••••• FORCES.(lb)-Maximum Compression/Maximum Tension •••:•• • • TOP CHORD 1-2=0128,2-10=-298711371,3-10=-2938/1393,3-11=-266811263,4-11=-2624/1276,4.12=-275411503,5-12=-x,7 1 490,5-13=-3126/1717,O'$3mMiS/17 BOT CHORD 2-14=-1314/2783,9-14=-1314/2783,8-9=-997/2054,8.15=-997/2054,7-15=-99712054,7-16=-1564/3000,6-yid- 3000 •••••e 0 0 WEBS 4-7-3951732,5-7-5071496,4-9-273/SW,3-9=-3881411 •••• •••• ••••• •••••• • • ••••• NOTES- • • • • • •• •• •• •• •••••• 1)Unbalanced roof live loads have been considered for this design. • 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf,BCDL=6.Opsf;h=1 Oft;Cat.II;Exp D; ! • • GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-0-7 to 0-11-9,Interior(1)0-11-9 to 6.5.8,Exte or( 6.8-8 to • • .••.:• 9-5.8,Interior(1)12-5-8 to 15-11-0 zone;C-C for members and fortes&MWFRS for reactions shown;Lumber DOL=J.60 plate •••••• grip DOL=1.60 "..0 • •••••• 3)Plates checked for a plus or minus 0 degree rotation about Its center. • •• :0: • • 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •• • 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 585 lb uplift at joint 6 and 885 Ib uplift at joint 2. 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 with fixed heels"Member end fixity model was used In the analysis and design of this truss. 8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard Jog t truss truss type Qty Ply BRANTLY LOPEZ 151329 T1 COMMON 2 1 0002 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Thu Aug 2714:30:47 2015 Page ID:p81M5fV t502KlodvKE2aysw5J-eGhCtMXX 4yaKxWiMyQJcMm23BkXd2EC 4SxflMdw -1-11-8 4.11-2 9-5.8 1348-8 18.11-0 1-11-8 4.11-2 4-6.6 4-3-0 5.2-8 Seale=1:34.6 4x5= 4 3.00 12 11 12 ax4 II 2X4 5 3 14 1-4 1.1 4.92X 3.311 4 4 4.8.4 13 a 10 39 No. &13 5.72x4No31-2-14 ` 6 LU 14 9 8 15 18 3X4= 3X4= 14= 3.4-- 7 3x4= 0.6-0(0.1.8) 0.64K0.1-8) 741-10 1341.8 1¢-Or8 18.11-0 7-0-10 6.7-14 4-10-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) -0.03 7-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 0.71 Vert(TL) -0.27 2-9 >589 180 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.01 7 We We BCDL 10.0 Code FBC201 OITP12007 (Matrix) Weight:78 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 6.0-0 oc bracing. WEBS 2x4 SP No.3 0000 REACTIONS.(Ib/size) 2--428/0-8-0,7=701/0-8-0 • •••• •.•• • Max Horz2=71(LC 10) Max Uplift=-363(LC 6),7-559(LC 7) i • • • Max Grav2=438(-C 22),7=701(LC 1) "'�" "•' "•••• 0000•• • • • FORCES.(lb)-Maximum Compression/Maximum Tension ;••••; TOP CHORD 1-2=0/14,2-10=-780/439,3-10=-757/450,3-11=-554/275,4.11=-545/282,4-12-7141868,5.12=-7171854,5-49f&NS,649W=71 BOT CHORD 2-14=-4441713,9-14=-4441713,8-9-185/258,8-15=-1851258,7-15-185/258,7-16-8371798,6-16=-837/798"" 00 00 *0000 • • WEBS 3-9=-301/259,4-9=-112/396,4.7-7621735,5.7=-3061286 "�"i •0 • i ••••• •• •• •• •• 0000•• NOTES- • 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf;h=10ft;Cat.II;Exp D!Encl., • • • •••••• GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-2-0-7 to 0-11-9,Interior(1)0-11-9 to 6.5-8,Extaijor(2)A-5-8 to 9-5-8,Interior(1)12-5-8 to 15.11-0 zone;cantilever right exposed;C-C for members and forces&MWFRS for reaction s shown; 0 •••• Lumber DOL=1.60 plate grip DOL=1.60 • • • 3)Plates checked for a plus or minus 0 degree rotation about its center. •• • 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 363 Ib uplift at joint 2 and 559 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 with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard Job muss truss typePly BRANTLY LOPEZ 15G29 T1A COMMON STRUCTURAL GA �7y 1 0003 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.500 s Oct 3 2014 MiTsk Industries,Inc. Thu Aug 2714:30:49 2015 Page I0:p81M5fV t502KlodvKE2aysw5J•aeoyMZnWiCIZFg5TNSnhnrHF MS5sWVRwx2jDyjdw -2-0-14 5-10.7 9-5-8 13.8-8 ____ 18-11-0 2-0-14 5-10-7 3-7-1 4-3-0 5.2.8 Scale 1:30.3 4x5= 3.00 F12 5 4 2x4 11 12 2x4 11 3x8 287.9 2-82x4 5.92x 2-312 5.1 3 13 2 10 4 80 2x N 3 0 8 1.3 LU adl� 5x18= 14 9 1s 10 3x4: 5x8= 8 54= 040.1-8) 0 80(0 1.10) 7-11-15 13.8-8 14-Or8 18-11-0 7-11-15 5-8-9 4-10.8 Plate Offsets OV)-12:0-7-0,0-3-21,[5:0-2-4,0-2-01.18:0-3-0,0-2-121,[9:0-3-0,0-3-01 LOADING(psf) SPACING- 24-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) 0.13 2-9 >999 360 MT20 244/190 TCDL 15.0 Lumber DOL 1.33 BC 1.00 Vert(TL) -0.48 2-9 >337 180 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.03 8 We We BCDL 10.0 Code FBC2010ITP12007 (Matrix) Weight:76 Ib FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 2x4 SP No.3 •••• • • 0000 0000•• REACTIONS.(Ib/size) 2=898/04-0,8=1238/048-0 • • • • Max Horz2=143(LC 6) •• • * 0• • •• Max Upltf@=-743(LC 6),8=-939(LC 7) *00:00 •600 •••••• 0000•• • • • FORCES.(lb)-Maximum Compression/Maximum Tension •••••• TOP CHORD 1.2=0/43,2-10=-2127/1155,3-10=-209411161,3.4=-2094/1176,4.11=-1329/646,5.11=-1287/661,5-12=-1234?0%3.&12—if4%15$9,6.138-1364/'068, 7-13=-1379/1060 0000 0••• ••••• BOT CHORD 2-14=-117612036,9.14=-117612036,9-15=-402/818,8.15=-4021818,8-16=-101611370,7-16=-101611370 •0 0 0 0 0 • • 0 0*0.0 • • • • • WEBS 4-9=-931/693,5-9=-2631663,548=-160011461,6.8=-5351482 •• •• •• •• 900000 • NOTES- 0000•• • • 1)Unbalanced roof live loads have been considered for this design. : • 0 • • ••••:• 2)Wind:ASCE 7-10;Vult=175mph(3-second gust)Vasd=136mph;TCDL=9.Opsf;BCDL=6.Opsf,h=10k;Cat.II;Exp D;Xncl., ;••••• • • GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exterior(2)-240-7 to 0-11-9,Interior(1)0-11-9 to 6.5.8,ExteWo 2)6@6-8 to •••••• 9-5-8,Interior(1)12-5.8 to 14-9-13 zone;cantilever right exposed;C-C for members and forces&MWFRS for reactlofi sh&Nn; 0• • • Lumber DOL=1.60 plate grip DOL=1.60 •• 0 3)Plates checked for a plus or minus 0 degree rotation about its center. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 743 Ib uplift at joint 2 and 939 lb uplift at joint 8. 6)This truss has been designed for a moving concentrated load of 200.01b dead located at all mid panels and at all panel points along the Bottom Chord,nonconcurrent with any other live toads. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard Job Truss Truss Type Qty Ply BRANTLY LOPEZ 15G29 T2 Common g 0004 Job Reference(optional) FORT DALLAS TRUSS CO.LLC.,MIAMI,FL.,wcampos 7.600 s Oct 3 2014 MITek Industries,Inc. Thu Aug 2714:30:512015 Page ID:p81M5fV t50Z KlodvKE2aysw5J-Xlvinkal2JT0oYgUboVFmCxelo2uZuUouEQ906yjdw -1-11-8 4-11-2 9-5-8 13.11-14 18-11-0 1-11-8 4-11-2 4-6-6 4.6.6 4-11-2 Seale=1:34.8 US= 4 3.00 FTY 2xa 11 12 2x4 3 5 1.4 1-1 49 0 47 3.9-5 14 13 2 10 3.9 N 24-1 5.7 2-0.1 8 14 9 8 15 7 19 8x8= 3x4= 3x4= 3x4= 54= 08.0(01-8) 048(0.1.8) 6.5.4 12-5.12 18-11-0 6.5.4 6.0-8 6-5.4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.00 TC 0.77 Vert(LL) 0.21 7-9 -999 360 MT20 2441190 TCDL 15.0 Lumber DOL 1.33 BC 0.94 Vert(TL) -0.43 7-9 >517 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.08 6 n1a nla BCDL 10.0 CodeFBC2010rrP12007 (Matrix) Weight:78 Ib FT=0% LUMBER- BRACING- TOP RACINGTOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 0000 REACTIONS.(Ib/size) 6=998/0-48,2=12391048-0 • • •0000• ••••V Max Horz2=141(LC 10) 00 • 0 • Max Up11f6=-577(lC 7),2=-880(LC 6) • *00000 •i•• ••••i• FORCES.(Ib)-Maximum Compression/Maximum Tension 0 0•:•• • • • TOP CHORD 1-2=0128,2-10=-294911354,3-10=-290011376,3-11=-262911245,411=-258411258,412=-266911465,5-12=-211411452,5-13gr3Wil664,f>s&fA6M4/16 BOT CHORD 2-14 1302(2747,9-14=-130212747,8-9=-97712013,8-15=-97712013,7-15=-97712013,7-16=-150712881,6-46=-1i2W2881 • • WEBS 4-7=-3691678,5-7=-4581470,49=-2741571,3-9=-3901412 •• ••0,0 ••••• 0000•• • • 0000• NOTES- 000.0 00000 •0.000 1)Unbalanced roof live loads have been considered for this design. 0 2 Wind:ASCE 7-10;Vuit=175m h 3-second gust)Vasd=136m h;TCDL=9.0 = 0• 0 • p ( g ) p psf;BCDL=6.Opsf;h 10ft;Cat.II;Exp D; n • � GCpi=0.18;MWFRS(envelope)automatic zone and C-C Exter(or(2)-240-7 to 0-11-9,Interlor(1)0-11-9 to 6.5-8,Exteftr(2)6A5-8 to 0*0900•••0• 9.5-8,Interior(1)12-5-8 to 15-8-12 zone;C-C for members and fords$MWFRS for reactions shown;Lumber DOL=6.60 plate • • • gripDOL=1.60 •00• i • •0• i0000: 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 toads. •• ' 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 577 Ib uplift at joint 6 and 880 ib uplift at joint 2. 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 with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)Warning:Additional permanent and stability bracing for truss system(not part of this component design)is always required. LOAD CASE(S)Standard is 8r t• k • ® 0 I 1 t ,� / • s 1 T \ I T 0 s • 1 _ T ! ,.,.,, - iii a _ • • � _• �v ,. -tea, ._ .- r�, . ,s: ° ;_ r � ...161 ,1 / , GENERAL 146TES NOTAS GENERALES HOISTING AND PLACEMENT OF TRUSS BUNDLES STEPS TO SETTI j&TjL1+Ei RESTRAINT&BRACING FOR 3x2 AND 4x2 PARALLEL CHORD TRUSSES y y y g RECOMENDACIONES PARA LEVANTAR PA UETES DE TRUSSES LAS MEDIDAS DI LA#N ff=41�IQION Di'L&TRUSSES RESTRICCION Y ARRIOSTRE PARA TRUSSES DE CUERDAS PARALELAS 3x2 Y 4X2 Trusses are not marked m an via to identify the Los trucks r v estan marcados de rrn un rrodo que Q • • ••• frequency or IccaC:n o`tarnpo.^..ry lateral restraint Cent`oz rafrer•ecc%a vtaali_ac•cnCer_strccontatera/ 10 3 m)or Diagonal bracing Repeat diagonal bracing and diagonal bracing.Follow the recommendations y amostre diagonal tempon!es.Use las recomendaciones G DON'T overload the crane. 1)Install ground bracing.2)Sat first truss and attach securely to ground bracing.3)Set next 4 • Refer to 75'�4.6 m►'A-V'_ every 15 truss spaces 30' for handling,installing and temporary restraining de manejo,instafacion,restrrcdon yamostre temporal de NO sobrecargue la grua. trusses with short member temporary lateral restraint(see below).4)Install top Chord diagonal BCST-87* •for more �•' 19.1 m)max. and bracing of trusses.Refer to BS.51-_Guide t0 cos trusses.Yea el fiNJeto XS(_� Suena Practica bracing(see below).,S)Inst��11l web member pt$rLe4iagonai brecin to stabilize the first five information. 4 �� NEVER use banding to lift a bundle, T Ifteand diagonal bracing(see 9 9 g 9 trusses 10 Gh PGi rY �� 4' ..PrDSttCe for Handling,installing,Restraining pots el M1fdrts jC�InStatat/Qt;REstntttQP.yt1_rrr Arno d�Ip; (see below] iIns�a I ttom o tem a lac rest r Vea of resumen SCSI-B7*•• 1•+ &Bracing of�letalplateSannected-YYQOd T��S�S�e h bra�q dQ;�Zn p/1,rade Metal ` NUNCA use las ataduras para levantar un paquete. below).7)Repeat2ro6pssoantogrdupsoof ieur tresses•ntif rail trusie•are set. a Itsa ""*for more detailed information, para information mas detatlada. • •• • • • • • para mas information. A single lift point may be used for bundles of 1)instate ADS arrto#Ueo de tter/a.2)Intals elprinsero trussr ate eegt•amente at arnostre de Truss Design Drawings may specify locations of Los dibujos de drserTo de Jos trusses pueden especificar tierra.3)Instate Jos�roxuficg 4 trusses&n restAkcion latAaPR•mpolBl de miembro corto(yea top chord pitch trusses up to 45'(13.7 m)and Apply diagonal brace to vertical permanent lateral restraint or reinforcement for las/vcaLzaaones de restncrron Lateral Permanente o abajo).4)Instate et arrostre diagonal de to cuerda superior(yea abajo).S)Instate arrostre parallel chord trusses up to 30'(9.1 m). webs at end 0f cantilever and at individual truss members. Refer to the SCSI- refuerzC en los m,embros,ndn•idua/es de!truss.Vea la diagonal para los pianos de los miembros secundanos para estabilice los pnmeros cisco trusses 1 = 83``•for more information.All other permanent ticlit resumen SCSI'83"••para mas rnformac+on. EI Use at least two lift points for bundles of top ® bearing locations All lateral restraints Pe 1 WARNING Do not over load supporting (vea abajo).6)Instate la restriction lateral tem rat y amostre d� onal para la cuerda inferior chord pitch trusses up to 60'(18.3 m)and pa I- •„ ag bracing design is the responsibility of the building recto de los diseBos de arnostres permarientes son la structure with truss bundle. (vea abajo).7)Rep to �teFpr "e"r !b n [ro tRi95es harts que toiler los lapped at(east two trusses. lei chord trusses up to 45'(13.7 m).Use at least • designer. responsabdrdad del drsenador dei edrfttio. trusses esien instalados.• *00 • • • • •• • 'Tap chord temporary lateral restraint spacing shall be 10'(3 m)o.c.max.for 3:2 chords three lift points for bundles of top chord pitch iADVERTENCIAf No sobrecargue la • • • •• • • and 15'(d.5 m)o.e.for 4x2 chords. trusses>60'(18.3m)and parallel chord trusses estructura apoyada con el paquete de / Refer to SCSI-8A*Zri neoreinformalione • • AWARNiNGThe consequences ofimproper >45'(13.7m). trusses. Vea elre-Written SCSt181- 11arailiniAformlaoft. ••• •• INSTALLING - INSTAtr4CION Outot-Plante handling,erecting,installing,restraining Puede usar un solo lugar de levantar para pa- Place truss bundles in stable position. RESTRAINT/BRACING FOR ALL PLANES OF TRUSSES and bracing can result in a collapse of the queues de trusses de la cuerda superior harts 45' Q Tolerances for Out-of-Piane. Otlto1411hu rib Max.Bow Truss Length structure,or worse,serious personal injury * y trusses de cuerdas paralelas de 30'o mens. Fuse paque[es de trusses en una position RESTRICCION/ARRIOSTRE PARA TODOS PLANOS DE TRUSSES Tolerancias para Fuera-de-Piano. 314' 12 5' or death. s �wr Use por 10 mens dos pontos de levantar con estabJe• 7L-1 This restraint and bracing method is for all trusses except 3x2 and 4x2 parallel chord trusses Max.Bow 0150 D(n) 19 mm 3.8 m to ru s de trusses de cuerda superior tncGnada Length�` ®� g po (PCTs).See top of next column for temporary restraint and Bring of PCTs. a r 1 ( 61mm 0.3 m 22 8" 15 ' f !ADVERT nto,in t E1 reri neo de on manejo, �°•1 l hasty 60'y trusses de cuencialsos pun panatelas harts Este 3�o de 4x2✓a dopar[e super de la t ado trusses roc la restncron amouer temporal de PCTs. � L�� O j 13 mm 0.6 m 25 mm 5lir 2' 6 m } levantamiento,instalacon,restnccion y amsotre � 45'Use poi to mens dos pontos de levantar con gropes de trusses de cuerda superior incJinada Y para toile trusses ext to trusses de cuerdas ratelas max.Bow -il= 1. ncorrecto puede ser la cauda de 1a estructura o mac de 60'y trusses de cuerdas paralelas mac de 45' ( ) y Y po Max So at)n peer,heroes o muertos. 1)TOP CHORD-CUERDA SUPERIOR ----- t 314" 3' 1-v8" 16 6 Exercise care when removing MECHANICAL HOISTING RECOMMENDATIONS FOR SINGLE TRUSSES ' Length-•' r Plumb 19 mm) 0.9 m 29 mm 5 7 m A bandingand handling trusses to avoid Truss Span Top Chord Temporary Lateral Restrird(TCTLR)Spacing line 1" 4' 1-114' 20 8' 9 RECOMENDACIONES PARA LEVANTAR TRUSSES INDIVIDUALES Tolerances for 1 damaging trusses and prevent injury.Wear - Lonpltud de Trmno EVacfamianW del Arrks)7e Temporal dela Cuorda Supwlor �, 25 mm 1 2 m 1-mm 6 3 m) sa Out-of-Plumb. t-ila' 5' 1-318' 22.9' personal protective equipment For the eyes, s�® °®Using a single pick-point at the peak can damage the truss. Up to 30' 10'{3 m)o.c.max. D 32 mm) (1.5 m 35 mm (70m) feet,hands and head when working with ;( '1r (9.1 m Toleranctas para trusses. = El use de un solo Iugar en e!Dico Dara levantar Duede 60 or less Fuera-de-Plomada. 1-12" 25 0' 30'(9.1 m)- 36 mm 1 8 m 38 mm 7.6 mi I hater darlo at truss. 8'(2.4 m)o.c.max. ' Utilice cdutela at guitar las ataduras -_ ._�-.__.t-.+ ::- - 45'(13.7 m 1-314' 7' 1.314" 24 2' o los pedazos de metal de sujetar para evitar Carlo a I 45'(13.7 m)- CONSTRUCTION LOADING 45 mm 2.1 m 45 mm 6 9 m los trusses prevenir la henda personal. Lleve " ' f `�, 6'(1.8 m)D.C.max. CARGA DE CONSTRUCCIaN 2" t8' 2' 233.3' y Approx 1+2�,i 60'(18.3 m) ® el equips protective personal para Ojos,pies, ® 51 mm 22 4 m 51 mm 10 1 m /rF truss length � DO NOT ' Use Utiltce Tagiine X I 60'(18.3 m)- proceed with construction until all lateral manor y cabers cuando trabaja con trusses. TRUSSES UP TO 30'(9.1 m)_� 4'(1.2 m)D.C.max. restraint and brad is secure! special care in cuidado especial en 1 I TRUSSES HASTA 30 PIES 80' 24.4 m)* n9 y and properly in place. MaidnNan Stay,Haight j windy weather or iliac ventosas o cerca I I NO proceda con la construction hasty que todas las res[ric- on Trusses n ar power lines de cables electricos o Consult a Registered Design Professional for trusses longer than 60'(18.3 m). a d airports. de aeropuertos. Locate Spreader oar A"azh aphadonpada,y Sec y los aaiostres erten colocados en forma Mammal Height 10'(3 ml Consulte a un Professional Regtstrado de Disen"o para trusses mas re er r above or sUtn)ack O.C.max de 60 pies. prop!dd y Segura. I Tce n roe•,n ma•hegm r «*. G DO NOT exceed maximum stack heights.Refer to SCSI-B4*** Gypsum Board 12 (305 mm) -► +-- � See BCSI.82 forTCTLR tions. / / _ r pc for more information. Plywood or ass 16(aos mm) Vea e18CSi-132***para las opciones de TCTLR. J Sprea er bar; t- spreader bar Ire to �I _ A # �` NO exceda las alturas mriximas de rnnton.Vea Lei resumen Asphalt Shingles 2 bundles 2S,russlength -- - BCSI-84*** para mas infCrmacion. Q for tru s Tagkne ,4_ TRUSSES UP 70 60'(18.3 m)_�� _ Spreader bar Z3 to y� ~I Refer LD BCSI.63***fOr Concrete Bock 8'(203 mm) as suss ieng n Gable End Frame restraint/bracing/ / HANDLING TRU55E5 HASTA eo PIES Tagl,e w A ��^--�7 TRU55E5 UP TO AND OVER 60'(18.3 m) reinforcement information. 45`l ' p Clay Tee 3-4 files high N` a �- TRUSSES MASTA Y SOBRE 60 PIES --> Para informacyon sabre restriction/ ��: TCTLR MANEIO r r arnostre/refl erro para Armazones " .Z Hold each truss in position with the erection equipment until top chord temporary lateral restraint . Hastiales vea el resumen SCSI-9 is installed and the truss is fastened to the bearing points. Avoid lateral bending. Note:Ground bracing not shown for clarity. 10"or NEVER stack materials near a peak or at mid-span. ® Evite la ttexion lateral. V, Use proper rig- Use equipo aproptado Sostenga calla truss en position con equipo de grua hasta que!a restriction lateral temporal de la Truss attachment NUNCA amontone los matenales cerca de un Pico. ging and hoisting para levantar a cuerda superior este instalado y el truss esta asegurado en los soportes. Repeat diagonal braces for each set of 4 trusses, required at wppo s) (S) DO NOT overload small groups or single trusses. ' Em The contractor is res nsfor equipment. fmprovisar. Repita cos arrisohes dfagonales para cads grin de 4 truss. Section A-A NO sobrecar ue pO INSTALLATION OF SINGLE TRUSSES BY HAND 9 Pe4uerlos gropes o trusses tndividuales. properly receiving,unloading and storing 2}WEB MEMBER PLANE-PlANO DE LOS MIEMSROS SECUNDARIOS r the trusses at the jobsite.Unload trusses to RECOMMENDACCIONES DE LEVANTAMIENTO DE TRUSSES INDIVIDUALES V Place loads over as many trusses as possible. smooth surface to prevent damage. POR LA MANO ° LATERAL RESTRAINT&DIAGONAL BRACING ARE Coloque las cargas sobre tantos trusses tomo sea El contratista bene la responsabflidad de ;, VERYIMPORTANT posible' P ; „ » a _ ,. _-- recitilk descargar y almacenar adecuadamente `;,oa y �. Trusses 20' _ __ .- Trusses 30' _._ e Position loads over Toad bearing walls. los trusses en la Cora.Descargue 10s trusses en (6.1 m)or r - (9.1 m)or ► iLA RESTRICC16N LATERAL Y EL ARRIOSTRE DIAGONAL Coloque!as ca to trema lino roc revenrr el dyne. rgas sobre Jas paredes soportantes. Pa P less,support less,support at SON MU IMPORTANTES! Diagonal k N. near peak. quarter points. bracing OLR splice reinrorcemetd ALTERATIONS-ALTERACIONES o - So rte Trus Refer , Truss 0 g t snows tot clarity tin Sbporte de y 2z CLR f t0 BCSt•BS** s2 i + cerca at pito los cuartos y - 4'+ 0:11 Vea el resumer SCSI 85 �* s Member • r rac,n rib pan t es . _ _ r --_ fos trusses .- Trusses up to 20' -1► de tramp los .4- Trusses up to 30' -1. Web members °j ** s de 10 pies o (6.1 m) trusses de 30 I (9.1 m) I °:4 e a i .S 45°. j G DO NOT cut,alter,or drill any structural member of a truss unless �} a l9 DO NOT store NO almacene mens. Trusses hasta 20 pies pies o mens. Trusses hasta 30 pies specifically permitted by the truss design drawing. j f. unbraced bundles verticalmente los /J _ v"'a► upright. trusses sueltos. /` p NO Corte,altere o perfore ningtin miembro estructural de un truss, / TEMPORARY RESTRAINT & BRACING ` A a mens que este especificamente permitidC en el dibujo del diseilo �A Trusses may be unloaded dnettly on the ground Bottom del truss. at the time of delivery or stored temporarily in RESTRICCION Y ARRIOSTRE TEMPORAL /� chords PI imum 2 2x Scab block contact with the ground after delivery.If trusses .e,tered over spl¢>.Ail EmTrusses that have been overloaded during construction or altered without the Truss Man- are to be stored for more than one week,place • Diagonal braces to CLR rrrth minimum 8-160 ufacturer's prior approval may render the Truss Manufacturer's limited warranty null and void. blocking of sufficient height beneath the stack Refer to ecsi-B2 `"for more Top Chord Temporary every 10 truss spaces 10135x3 51 rads each side of trusses at 8'(2.4 m)to 10'(3 m on-center information. Lateral Restraint of splice or as specified by the Trusses que se han sobrecargado durante la construction o han sido alterados sin la autor- a ( } L / 20'(6.1 m)mar. (o.c.). 4+ 4 f „.. (TCTLRt 30'(3 m}-15'(4.6 m)maw- Budding Designer (zacton revia del Fabricante de Trusses, ueden hater nulo sin efecto la p p y garantia timitada del ,a Vea el resumer'r.tit E. para mills rifer- Same spacing as bottom Note:Some chord and web members SECTION A•A 2x4 min. P 9 Fabricante de Trusses. Los trusses puequeden ser de nto d e tregiadirrecamente mason. chord lateral restraint not shown for Bari en et we/o on ague/memento de entrega o _ t1'• almacenados temporalmente en contacto con el _" - _ Locate ground braces for first truss directly --contact are component Manufacturer for more information or consult a Registered 3)BOTTOM CHORD-CUERDA INFERIOR eW Design Professbnai for asasmnce sueto despues de entrega.Silos trusses Estaran �,,,_�,,, in line with all rows of top chord temporary Tn,�'„a mon-pnnnng v0c,r m,s document,..sR sbcmduRry coin;of guardados para mars de una semana,poi lateral restraint(see table in the next column). Lateral Restraints-2x4x12'or Truss bloquednd0 de altura suflciente(tetras de to pilo re MemberNOTE:Th,buts the drawer aria truss desgr, ,cry on the presumption o o the.graven project.ext crane operator(a i-es it c).. de los trusses a 8 hasty 10 pies en centro;o.c.). NOT store on NO almacene en C errs g sten lapped over ce trusses pr's Crisis wan tM aoann,ti to undertake the,p k they have agreed To nc fr am given nenp 1t the cont shoo baheves a ee s Cotoque las artiostres de Tierra para el primer 90 � assistance,,same asrert of the c:nstructxm c•oµ�ct..t sr,ouid seek assistance!rom a ccmpetem party.The metneds and crx-0,u,ti uneven ground. desigual. or CLR splice reinforce- Note:Some chord ouarnd MIS document a"^tanded co ii-C that me:v m p yed vns put the nurses into dace WELT. truss direcramente en linea con calla una de arae cc 5tivaan tecnn ues io For trusses stored for more than one week,cover merit. and web members ^�eco s rc anal ng, reta l,N,,eata,",ng aro bracn,g crosses are cased upon me caiectne evpI=r ea rg w las blas de re5trittldn latera!temporal de a I v�• y -surd•,ah. gra,maruraRwe and rst llatwn,but must,dao to he ramie Df resopnSiTiibes,nvOh Yl x:icw M bundles to protect from the environment. cuerda superior(vea la tabla en la proxima b+ace first truss Bottom.rte roc J not shown for y s a ice r a a ,hca suis, de ne or ccMra o n s of.ntenaed tnet these recon. �f '( �Ir ��t•'Y I _.,� ' v n9 9 mendations bevoted a- <.! Para trusses uardados por mas de una semana, gg r ; 'y,,, 1, columna. -4 securely before chords j clarity. : c .re D :d q K yn spe,n acAn rc nary q,,ns amng,n�tran.nq and bnlxiN busses aro r,ac s.et p rci ae t , g 1 ( ) election of additional i ...;t tr a - int"•atwds or.>tra:nmg;bra�,rq and ov d,ry,SBCA rnr the warts,columns mors,roots and a 1 the t sated rubra 1d5 paquetes para profegerinS der dmb:cx.re. I '1 •^"�"� ;;r:-t.,ai g--T c t w tc•n rico by tre nus,56CA antl Tv:,•.pr.•say disc+a m.an{rasponc bd ry ro.,.amayes -• - cn(S) DO NOT walk On iruSSBS i g v rs,, ^,.r'eat on and nMrma.nn rata ed n 1. I Refer to SCSI-for more detailed information _. !� unbraced trusses. a,:r •^ere. sato ,Marrn pertaining to handling and)oosrte storage of = NO camine en trusses Diagonal braces every 10 SSC trusses. - - s q� a sueitos \ i truss spaces 20'(6.1 m)max. Vea el foi+eto PCSr' para rnicrrvoor-3s c e-t-rpr,se:arK•.t.,�,n sn yvt 917F) ;:9.+TRUSS PLATE ANvand TE ,'.1; y as ub v^ 10'(3 m)-15'(4.6m)max. ' en arra ae:rac%o. ,iRr?'a.aRaq.c rnr r„m •'s' Z _ 61WAR i I 3I8 PF Ii1 A. z • a I i ! a • z z • I • 1 �841 0 f ! t • / I !! 1 f I • I 1 ' /1 I I / - ! e • • • • O &i.e. 1 • • - Y � .fiF`,. �:k' i�_,..r�,; "' +a1 A r. e .�x'�a P� $b<.'�", "�:.��$ ny v. y•.:�+ , , , �a�^+i.• 's*RSA" ,��,�+> ''�`P' a $3t �,r ,� t r x H ar ware & ....N- 4eta S . o ector S :A4 See Erickr w ° Or Cal (365)283-1688 Our Services We supply Hangers & Metal g Connectors for trusses. ..1 . N (USP & Strong Tie Simp- • son) .. • We supply Stabilizers for Truss installation. ( By • Mitek) • ••• • 7035 SW 44TH STREET N C SEQ'�NGSO�t�4�o DQ"`gAeaF4N MIAMI, FL 33155 FORT DALLAS CONTRACT # ! PH: (305) 667-6797 TRUSS COMPANY,LLC. FAX: (305) 667-0592 d.b.a.BEST TRUSS COMPANY 1-800-273-1034� aNDaa FABRICATORS OF ROOF d FLOOR TRUSSES ENGINEERIN PACKAGE CONTRACTOR: �-�— ADDRESS: L r.->--,(4 1 5/h �'� SALES PERSO PREPARED BY: JOB# � DWG# —ts Z`T ENGINEERING DATE: d 2 ONE SET COPIES, RECEIVED BY: DATE: PRINT NAME: OK TO RELEASE ENGINEERING. AAAA • 1 • • • ♦••.•• Y•.• AAAA•• X DATE: esse AAA" ••J• JJJ• JJJJJ JJJJJ. J ..... • . . .. .. .. .. ...... NOTE: THIS ENGINEERING IS VALUABLE!! '• . . . . ...... ADDITIONAL CHARGES FOR EXTRA COPIES AND/OR REPLACEMENTS!! . "' • .. • J JJJ . . M3/RC REMINDER: ALL CLAIMS OF ERROR OR DEFECTIVE MATERIALS MUST BE MADE TO SELLER PRIOR TO INSTALLATION!!