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RC-14-342 (2)Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 INSPECTION'S PHONE NUMBER: (305) 762.4949 BUILIG r cjc� PERMIT APPLICATION Permit Type: BUILDING JOB ADDRESS: 5 q 4 't—k a q S FEB 2 4 2014 A FBC 20 Permit No. Master Permit No. 1,r- 1 1A �. ROOFING City: Miami Shores County: Miami Dade-2Zip: 3 Folio/Parcelk Is the Building Historically Desig OWNER: Name (Fee Simpl Title Address: -14 C City; Wo W Tenant/Lessee Name: Email: NO Flood Zone: R State: t Zip: CONTRACTOR: Company Name:G(AC-;--Mk1CT1QtA) Phone#: 7UL- 5245 — i `l -o Address: City: State: Zip: Qualifier Name: JL) Phone#: State Certification or Registration #: C C C 06 01% q Certificate of Competency o #: Contact Phone#: -.s 4; I �Z-T Email Address: DESIGNER: Architect/Engineer: Phone#: Cly *— Value of Work for this. Permit: $ all mmSquare/Linear Footage of Work: Q Type of Work: ❑Addition ❑Alteration ❑New ORepair/Replace ❑Demolition Color thru file: Submittal Fee $ Permit Fee $ Scanning Fee $ Radon Fee $ Notary $ Training/Education Fee $ Double Fee $ Structural Review $ CCF $ CO/CC $ DBPR $ Bond $ Technology Fee $ TOTAL FEE NOW DUE $ - il A Bonding Company',s Name, (if. applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State zip zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRICAL WORK, PLUMBING, SIGNS, WELLS, POOLS, FURNACES, BOILERS, HEATERS, TANKS and 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 qpproved-a1&d a reinspection fee will be charged. Signature Signature Owner or Agent The foregoing instrument acknowledged be ore me this day of , 201y t<• , Contractor The foregoing instrument was acknowledged before me this day of/L (- , 201 , by 61-1-' Ff'( 4 k who is personally known to me or who has produced who is personally known to me or who has produced As identification and who did take an oath. NOTARY Sign: l Imo`/�'®" Print: to ` e -- My Commission Expires: . LAURA FARLEY MY COMMISSION # EE53276 EXPIM: March 16, 2015 or 14DD� Fl. Notary Asaoe. Co. ak =k ak sk $e =k ak ak Dk sk s$ ak ak'k =k ak ak sk sk sk ag APPROVED BY Plans Examiner identification and who did take an oath. NOTARY PUBLIC: Sign: Print: v 1dC-,) My Commission Exfi LAUD, FARLEY MY COMMISSION k EE53276 EXPIRES: March 16. 2015 F). Notan fay. , .-- Zoning Structural Review Clerk (Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) tvbAes the. provisions of Chapt H Expiration c'Cate : AUG 31, 201�� 1i7l��.r��-f-1lhM kM�1 .:e.wly .Z!R F11KMST,8'OT /NyU8 2 617 PARK ROS PRIOROKE PA" FL 33 0 d 9 k� >- $OTT, sK 'IiiON GOVERNOR �ARY DISPLAY AS REQUff.ED BY LAW Licensing Portal - License Search Page 1 of 1 1:39:15 PM ainex13 Data Contained In Search Results Is Current As Of 09/12/2013 01:38 PM. Search Results Please see our OIOSSB17V of to s for an explanation of the license status shown In these search results. For additional information, including any complaints or discipline, click on the name. License Type Name Name License Type Number/ Status/Expires Certified Genera[ F TRUr-ry Rank . Contractor SERVICES INCBA CGC060569 Current, Active ----- Cert General 08/31/2014 License Locatlon Addr+ts*: 2511 NW 17tH LANE #A-4 POMPANO -BEACH, r -L 33CCA J Main,Addre ss*r 2511 NW 17TH LANE #A-4 PQMPANO BEACH, FL 33064 Certified General FINkE TEIN ERIC SCDTT Primary Contractor CGC��0569 Current, Active Cert General 08/31/2014 License Location Address*. 2511 NW 17TH LANE #A-4 POMPANO BEACH, FL 33064 Main Address*z 2511 NW 17TH LANE #A-4 POMPANO BEACH, FL 33064 * demotes on= Cm Main Address - This address is the Primary Address on file. Mailing Address - This is the address where the mail associated with a partilld license wHi 6e sent (if d(f>$rerrt from the Main ar UtOrm Location addresses}. JEFF ATWATER CHIEF FINANCIAL OFFICER 07-13-2012 CERTIFICATE OF ELECTION TO BE EXEMPT FROM FLORIDA WORKERS COMPENSATION LAW CONSTRUCTION INDUSTRY EXEMPTION This certifies that the individual listed below has elected to be exempt from Florida Workers' Compensation taw. EFFECTIVE DATE: PERSON: FEIN: 07/13/2012 EXPIRATION DATE. 0711312014 FINKELSTEIN ERIC S 650913872 BUSINESS NAME AND ADDRESS: F&F CONSTRUCTION SERVICES INC DBA F&F CONSTRUCTION SERVICES INC 2617 PARK ROAD PEMBROKE PARK FL 33009 SCOPES OF BUSINESS OR TRADE: `. 1- LICENSED QENERAL CONTRACTOR (I lection may t rsom"ecov to benefits 440 compensation 14) F.S., as officer of a corporation who elects exemption from this chapter by filing a certificate of election ander this section may not recover btradets or eas the notice a of ibis chapter. Pursuant to Chapter 440.05(12); F.S., Certificates of election to be ez scope of the business or trade listed en the notice of etaction to be axeatpt Par am to Chapter 4dD.06(13) F.S., ttattces of election b to be exempt lead coy within it tea e election to be exempt shall be subject to revocation ((, at any time alter the filing of the notice or Ida issuance of the certificate, the person named an the notice of or certificate no looter meets the requirements of this section for issuance of a certificate. The department shall revoke a certificate et nay time for failure of the person named on the certificate re meat the requirements of this section. OWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 01-11 QUESTIONS? (850) 413-16 PLEASE CUT OUT THE CARD BELOW AND RETAIN FOR FUTURE REFERENCE STATE OF FLORIDA DEPARTMENT FINANCIAL SERVICES DIVISION OF M RK S' COMPENSATION CONSTRUCTION INDUSTRY CERTIFICATE OF ELUTION TO BE EXEMPT FROM( FL.ORtl3A WORKERS' COMPENSATION LAW - EFFECTIVE 07/13/2012 EXPIRATION DATE: 07/13/2014 PERSON: ERIC S FINKELSTEIN FEIN: 650913972 BUSINESS NAME AND ADDRESS: F&F CONSTRUCTION SERVICES INC DBA F&F CONSTRUCTION SERVICES INC 2617 PARK ROAD PEWOKE PARK, FL $3008 SCOPE OF BUSINESS OR TRADE 1- LICENSED GENERAL CONTRACTOR IMPORTANT F Pursuant to Chapter 440.05(14), F.S, an officer of a corporation who elects exemption from this chapter by filing a certificate of election L under this motion may not recover benefits or compensation under this D chapter. H Pursuant to C SPW 440.0502), F.S., Certificates of electron to be Rexempt-. apply only within the scope of the business or trade listed on the notice of election to be exempt E Pursuant to Chapter 440.0503), F.S., Notices of election to be exempt and certificates of election to be exempt shall be subject to revocation if, at any time after the filing of the notice or the issuance of the certificate, the person named on the notice or certificate no longer meets the requirements of this section for issuance of a certificate. The department shall revoke a certificate at any time for failure of the Person named an the certificate to meet the requirements of this Section CUT HERE QUESTIONS? (850) 413-1609 * Carry bottom portion on the job, keep upper portion for your records. OWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 01-11 115 S. Andrews Ave., Rm. A-100, Ft. Lauderdale, FL 33301-1895-954-831-4000' 3301-1895-954-831-4000 VALID OCTOBER 1, 2013 THROUGH SEPTEMBER 30, 2014 DBA:F F, CONSTRUCTION SERVICES INC Receipt#'GEnRAILOCONTRACTOR Business Name: Business Type: CONTRACTOR) Owner Name: ERIC S FINKELSTEIN/QUAL Business Opened:02/09/2001 Business Location: 2511 NW 17 IN STE A-4 St81tQ1C0unty1CertlReg'CGC 060569 POMPANO BEACH Exemption Code: Business Phone: 954-454-1948 Rooms seats Employees Machhms Professionals 7 For Vending Business Only Number of Machines: Vending Type: Tax Amount Transfer Fee NSF Fee Penalty Pr -Years Co ---Cost Total Paid 27.00 3.00 0.00 2.70 0.00 0.00 32.70 THIS RECEIPT MUST BE POSTED CONSPICUOUSLY IN YOUR PLACE OF BUSINESS THIS BECOMES A TAX RECEIPT This tax is levied for theprivilege of doing business within Broward County and is non -regulatory in naturd-You must meet all County and/or Municipality planning WHEN VALIDATED and zoning requirements. This Business Tax Receipt must be transferred when the business is sold, business name has changed or you have moved the business location. This receipt does not indicate that the business is legal or that it is in compliance with State or local laws and regulations. Mailing Address: ERIC S FINKELSTEIN/QUAL 2511 NW 17 LN STE A-4 POMPANO BCH, FL 33064 Receipt #01C-13-00000276 Paid 10/04/2013 32.70 02/24/201411:07 342 Page 112 OP In- TR CERTIFICATE OF LIABILITY INSURANCE °A'02f241"""' 02/24/14 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 pollcy(les) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and condfilons of the policy, certain policies may require an endorsemenL A statement on this certificate does not confer rights to the p_rtfflcge holder In Hsu of such endors S. PRODUCER 954-6167j80 A Roebuck Associates Insurance 9g4�16-1 Exchange LLCWC. PHONE No ADDRESS: 5599 S University Drive, # 301 Davie, FL 33328 Roebuck Associates F8cFC0-1 INSURER(S) AFFORDING COVERAGE NAIC • EACH OCCURRENCE $ 1,000, INSURED F&F Construction Services, INSURERA: Western Heritage Ins. Co. Inc 2511 NW 17th Lane, # A4 Pompano Beach, FL 33064 INSURER B: IND` INSURERD: INSURER E : $ INSURER F COVERAGES CERTIFICATE NUMRFR- REVISION NH MBER- 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, TERRA OR CONDITION OF ANY CONTRACT OR 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. MR TYPE OF INSURANCE POLICY NUMBER AMR=LIMITS A GENERAL LIABMY X COMMERCIAL GENERAL LIABILITY CLAIMS -MADE EiI OCCUR SCP0981031 01/12H4 01/12115 EACH OCCURRENCE $ 1,000, PREMISES IE. occurrence $ 100,24 MED EXP (Any one parson) $ 1,04 PERSONAL & ADV INJURY $ 1,000,00( GENERAL AGGREGATE $ Z000,00( L AGGREGATE LIMIT APPLIES PER: POLICY PRO- hxaF -1 JECT LOC PRODUCTS - COMP/OP AGG $ 1,000,00( $ AUTOMOBILE LIABMY ANY AUTO ALL OWNED AUTOS SCHEDULED AUTOS HIRED AUTOS NON -OWNED AUTOS COMBINED SINGLE LIMIT $ (Ee accident) BODILY INJURY (Per person) $ BODILY INJURY (Per accident) $ PROPERTY DAMAGE (Per accident) $ $ $ UMBRELLA LUAB EXCESSLIAB-"[ 7CLAIII—MADE EACH OCCURRENCE $ AGGREGATE $ DEDUCTIBLE RETENTION $ WORKERS COMPENSATION AND EMPLOYERS' LIAB1Lr Y YIN ANY PROPRIEfORIPARTNERID(ECUTIVE OFRCERfMEMBER EXCLUDED? (Mandatory In NH) If yes, describe under N r A E.L. EACH ACCIDENT $ E.L. DISEASE - EA EMPLOY $ E.L' DISEASE - POLICY LIMIT DESCRIPTION OF OPERATIONS I LOCATIONS 1 VEHICLES Oftch ACORD 101, AdcNanal Remarks Schedule, If more space Is required) Gemexal Contractor MIAMISH SHOULD ANY OF THE ABOVE DESCRIBED POLICES BE CANCELLED BEFORE Miami Shores Villa a THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN g ACCORDANCE WITH THE POLICY PROVISIONS. 10050 NE 2nd Avenue Miami Shores, FL 33138 AUTHORIZED REPRESENTATIVE ACORD 25 (2009109) The ACORD name and logo are registered marks of ACORD AIR CONDITIONING SALES AND SERVICE AGREEMENT 590 Goolsby Blvd Deerfield Beach, FL 33442 www.sansone-ac.com Broward: (954) 428-8919 Palm Beach: (561) 655-3688 Port St Lucie: (772) 398-6668 Toll Free: (800) 780-5188 Fax: (954) 428-1405 License: CMC1249260 Contractor FB,F Date 01/10/14 Job Name Adler Res. Plans Date 11111H3 Job Address 1 374 NE 95 ST Cityl Miami Shores State Florida Phone I E -Mail Estimator I Scott Sansone Contact I Eric We hereby propose: To furnish, install, and service under warranty (stated below) products or related equipment in accordance with the conditions and specifications set forth In the agreement. Manufacturer. carrier Tonnage: 1.5 - - SEER 6. Condenser. CA18NA01800G Air Handler. FV4CNF002TOO - warranty (I-ebodParts) 1/6- 3 Stem 5 S stem 8 S Stem 7 Manufacturer. Tonnage: - SEER: - Condenser: - Air Handler. Warranty (Labor/Ptub) - C.U. Roof Stand (S-) - Hest Pump Digital Prog Told - Dryer Vent Through Wail C.U. Roof Stand IS) - 2 -Stage Digital Prog. T-Stat - Dryer Vent (No Box) C.U. Roof Stand (e9 - Touchscreen Thermostat - Dryer Vent W/ Recessed Boz C.). Roof Stand (1r) 1 Carrier Edge Thermostat - Dryer Booster Exhaust Fans - Hoisting & CRANE - Carrier Infinity Thermostat Standard 80 CFM Beth Fan Control Wiring (Per System) - Standard 80-110 CFM Beth Fan Air Handler - Standard 200 CFM Bath Fan W Z - AHU Stand, Pan, Float Switch Air Distribution 1 Ultra -Quiet 80-110 CFM Bath Fan 1 AHU P.V.C. Condensate Draln(s)1---Transfer Supply Air Ducts - Kitchen Hood Vent (9") - Condensate Pumps) DuctedDucted Returns _ Kitchen Hood Vent (8") - Smoke Datector(s) Jumper Returns _ Kitchen /884 Hood Vent (10") - Electric Haat (X KW) Sidewall Main Return L.LiHood Vent & Cap (Round Snapiook) Returns (2 -Grilles) s Co NOT INCLUD150 Sib" Copper Refrigerant Lines Miscellaneous X Permit & Revision Fees 2 3/4" Copper Refrigerant Lines TRelocate X Power & Control Wiring 7/8" Copper Refrigerant Lines ond. X Cutting/Patching Walls & Floors 1-1/9" Copper Rettig Urr� X Concrete Condenser Slabs Refrig. Lines Underground 3leeve(s) X Wind Load Engineering T Equipment Changes !Code Changes RQF PHI Unit: $KeachTDuchBcras w/ Humidi . $280leach SEER 4" Media Air Cleaner: $Ss9/eaoh Extended Wa Additional Cost: - Electronk: Air Cleaner. $129Weach 10yr Parte & Labor: $e90/each Additional Upgrades Available The Above Listed Upgrades are Recommended for Improved Indoor Air Quality, Comfort, and Efficiency z Contract Cost $ 6,101 1 Quate veal for w Days W Draw Schedule Next phase wHI not comamnca unto all WwAcus invoices ha 0apn Pam y Rough Duct 1270 Pay—ft Due 1s Days from am Deevery ,! Equipment Installation 1 52 Payment Due 19 Days from Equipmerd hret action !� Start Up/Final Inspection 305 Payment Due 15 Days from Stmt Up Buyer has read arut understands the additional terms on Page 2 and agrees that they area part he fhb Dol _ It Is agreed and understood by the parties that all equipment which is sold pursuant G hereto stall not become fbdures or part of the real estate where they are placed. Sold Z parts and equipment shall at all tines remain personal property and the We thereto shall remain in the seller until payment in full Is sieved. Buyer hereby agrees that all parte and equipment may be repossseW in the event of non-psyment. t2lve the authority to order the work as detailed in ttds proposal. I agree to pay all costsreasonable attorneys fees if this proposal is placed In the tends of an ationrey for �on. t final & binding on Sansone until signed by officer) 4 HIN i"Hil L 4- 3 02, - z 2 1-J99 V -Y EXIN, OF CVURT 140 COI!j-,ITY, TICE OF COMMENCEMENT R t- �-. A RECODED CO" 6 BE PWO ON TK JOB SM AT 71114 -OF 00PECRON PgRMrT N 319&AX FOLIO NO. W STATIt OF FLORIDA: STATE OF FLORIDA,, NTY OF 0N;E COUNTY OF MIAMI -DARE: I HERE9YCEhT1FYV&W0 ka Ma ooipw fdad k m. THE UNDERSIGNED hereby gives notice that Improvements will bea to mad ceft AD. X' property, and In aoawdin6e with Chapter"793. F116H dia Statutes, IN � q Is provided In this Notice of Commencement H Arv'V F Y R i J V1 N, obwe mserved for we of recording o" 1. Legal description of property and streeVaddress- "Mf w% 1 3 2. Description of improvement 3. Owne4s) and addr6ir. D name 74 tj Interest in property. Nam and address of fee simple titleholder 4. Contractorls name, address and phone number,. ro V% V—V V El:FZ i., ;Z5 I LEW 11 5 2S — i 4-z-'7 -0 kA pet --gar r 5. Surety. (Payment bond required by owner from contractor, if any) Name, address and phone number. Amount of bond 6. Lender's name and address: 7. Persons within the We of Florida designated by Owner upon whom notices or other documents may be served as provided by Section 71363(1)(A)t., Florida Statutes, Name, address and phone number. 8. in addition to himself, Owners designates the following person(s) to receive a copy of the Lienor's Notice as provided In Section 713.13(1Xb). Florida Statutes. Name, address . and phone . number: 'Et -x$ i i A w # 7,L& 9. Expiration do ft* of this Notice of Commencerneft Mv exp1ragon date Is I year from the date of recording unless a dftmrvt date Is sPec" WARNING 'To DWNM- ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART 1, SECTION 713.13. FLORIDA'StATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR, PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JO)3 SITE BEFORE THE FIRST INbOEG-TION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK REC6ROING Y URN COMMENCEMM gnature(s) of crazed Officer/Director/Partner/Manager PrspWedSy Prepared B Print Name Print Name Title/Oft- a. Tme/office S*A'ii 6 'P'* FLORIDA COUNV OF MIAMI-DADE The foregoing instrument was acknowledged, before me this —LL, day of - BY as for arlso own, or 0 produced the follo� A=�' 9n Signature of Notary Public: Print Name: (SEAL) that SigqMBy 123.01-52 PAWS ano I declare that I have read the foregoing and e true, to the beat of my knowledge and belief. -LAtTRATARLEY My COW&SSION # E03276 &QMES: M&Mh 16,2015 Ft. NOMY Dmwa Aaft. CO, Owner(s)'s Authorized OfficerADIrector/PartnernAanager who signed above: BY NOTICE OF COMMENCEMENT A RB=M COPY WJBT BE POSTIM ON TO 40 $09 AT 7W 0F qW 0WW= PERMIT NO,_TAX VOLIO NO. STAlt OF FWNDA: COUNTY OF MIAMI-DADE: THE UNDERSIGNED to6by 0"0rtotioe'#W will be made to cwtWn real pro;Wty. old in at rice WM 0180W 749 Fiai 6 Sthfieg, the t1ftft rnation Is provided In " Nothm of Comnwncement 1. Lehi description of pr0pe"y and streeVeddress: —21 CFN 2nd 1'4RO150396 OR Bk 29048 Ps 3007; ( fps ) RECORDED 02/28/2014 09:59:26 HARVEY RUVIN? CLERK OF COURT MIAMI-DADE COUHTYt FLORIDA LAST PAGE �w mswved ft un of mcwding office 2 WA 1 5, 4 0 00:r -S 3 513 9 Interest in property: Nam and address of fee simple Itletwift, 4. C tractor's llama, e�ddiiess phone number. VMVV_c;;%0_I- 2611 1-1 t7LWe-- Nom, s>�Cldti and phone nitmber: ouig of Florida designated by Owner upon whom notices or o#w documents may be served as provided by Florida Statutes, phwo number S. In addition td'hkak Owners designates the following person(s) to recelve a cry of the Lienorls Notice as provided In Section 713.130)0), Florlde $Wuteq. - 57t Name, `fid and Wi&*'numben.. tEt- E Ccnsl 7-5 11 NSW L.7. Ux kc of, r... 71 e. 4 . "N i.2 .t..0 #1 1 IL 7- m d. V_ 9. EkplWon date of thli Notice of commerlollmllw* ft eK*aft da% Is I ym Wn ft do of man" wftw a dff(wM date Is spedW WAW*Afr6*WNW- ANY tAYMPM MADE BY THE OWNERAFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS U14b& CHAPTER 713, PART 1, SECTION 713.13. FLOMI)KIfifflUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPRO"-ENTS TO YOUR PROPERTY A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE J013 SITE BEFORE THE tT! [�*,!",-!F YOU INTEND TO OBTAK FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK s4m— BY INAI-52 PAGE 3 ano an for Punt Nam: (S,W My coMMMON # B03276 ELOAMA WAnn= vMn. Mercb 16,20I3 demedeme#W I thIRMWe ft fbftohg and *Of E true. to ft beg of my WWAodge and billef. '4'' "`a" A. Noxy A— C& Dis=W Ownsr(s)'s Auftwized OfthWA*ecWfttwAAwMw who signed above: By I *31.s FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Adler Residence Addition -r Builder Name: F & F Construction - Street: 374 NE. 95th. Street Permit Office: City, State, Zip: Miami Shores, FL, 33138- Permit Number: DEC 09 204 Owner. Jurisdiction: Design Location: FL, Miami Beach 1. New construction or existing Addition 9. Wall Types (791.0 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=5.0 674.00 ftz b. Concrete Block - Int Insul, Exterior R=4.1 117.00 ftz 3. Number of units, if multiple family 1 c. N/A R= f 2 4. Number of Bedroom4Bedrms In Addition) 1(1) d. N/A R= ftz 10. Ceiling Types (642.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 642.00 ft' 6. Conditioned floor area above grade (ftz) 642 b. N/A R= ft2 Conditioned floor area below grade (ftz) 0 c. WA R= ftz 11. Ducts R ftz 7. Windows(119.6 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: AHU1 6 106 a. U -Factor. Sgl, U=0.93 71.96 ftz SHGC: SHGC=0.55 b. U -Factor. Sgl, U=0.44 47.66 ftz 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.26 a. Central Unit 19.3 SEER:16.00 c. U -Factor: N/A ftz SHGC: 13. Heating systems kBtu/hr Efficiency d. U -Factor. N/A ftz a. Electric Strip Heat 17.1 COP:1.00 SHGC: Area Weighted Average Overhang Depth: 0.782 ft. Area Weighted Average SHGC: 0.434 14. Hot water systems - None required a' Cap. N/A 8. Floor Types (642.0 sqft.) Insulation Area EF: 0.000 a. Slab -On -Grade Edge Insulation R=0.0 642.00 ftz 9 b. Conservation features b. N/A R= ftz c. WA R= fP 15. Credits Pstat Total Proposed Modified Loads: 19.47 Glass/Floor Area: 0.186 PASS Total Standard Reference Loads: 24.20 I hereby certify that the ans and specifications covered by Review of the plans and STg7� this calculation are ' mpliance with the Flori Ene y specifications covered by this O�'f1iE Code. calculation indicates compliance ';�0 �%- with the Florida Energy Code. ,nu••:F =''• PREPARED BY: Gr'`� Before construction is completed DATE: this building will be inspected for compliance with Section 553.908 I hereby certify at this building, as designed, i in compliance Florida Statutes. with the Florid Energy Code. 4'O ) WE OWNERIAGENT: BUILDING OFFICIAL: DATE: DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed In accordance with 403.2.2.1.1. - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist 11/20/2014 4:24 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 5 11/20/2014 4:24 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 PROJECT Title: Building Type: Owner. # of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/E)dsting: Comment: Adler Residence Addition -r Bedrooms: 1 User Conditioned Area: 642 Total Stories: 1 1 Worst Case: No F & F Construction Rotate Angle: 0 Cross Ventilation: Whole House Fan: Single-family Addition Address Type: Lot # Block/SubDivision: PlatBook: Street: County: City, State, Zip: Street Address 374 NE. 95th. Street Miami -Dade Miami Shores, FL, 33138- CLIMATE Design Location IECC Design Temp TMY Site Zone 97.5% 2.5% Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Miami Beach FL_MIAMI_INTL AP 1 51 90 70 75 149.5 58 Low BLOCKS Number Name Area Volume 1 Block1 642 5136 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 AHU1 642 5136 No 2 1 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R -Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio AHU1 91 ft 0 642 ft2 1 0 0 ROOF V/ # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Tested Emitt Deck Pitch Tested Insul. (deg) 1 Hip Barrel file 569 ft2 0 ft2 Light 0.76 No 0.9 No 0 18.4 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 540 ft2 N N CEILING # Ceiling Type Space R -Value Area Framing Frac Truss Type 1 Under Attic (Vented) AHU1 30 642 ft2 0.11 Wood 11/20/2014 4:24 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 11/20/2014 4:24 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 WALLS Adjacent Spacen Cavity Width Height Sheathing Framing Solar Below Area 1 N Exterior Concrete Block - Int Insul AHU1 5 1 116 116.0 ft2 0 0.5 0 2 S Exterior Concrete Block - Int Insul AHU1 5 1 224 224.0 ft2 0 0.5 0 3 E Exterior Concrete Block - Int Insul AHU1 5 1 170 170.0 ft2 0 0.5 0 4 W Exterior Concrete Block - Int Insul AHU1 5 1 164 164.0 ft2 0 0.5 0 5 N Exterior Concrete Block - Int Insul AHU1 4.0999 1 28 28.0 ft2 0 0.5 0 6 E Exterior Concrete Block - Int Insul AHU1 4.0999 1 89 89.0 ft2 0 0.5 0 DOORS # Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 S Insulated AHU1 None .4 1 42 42 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang # Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 S 2 Metal Single (Tinted) Yes 0.93 0.55 27.0 ft2 0 ft 6 in 4 ft 0 In Drapes/blinds None 2 S 2 Metal Single (Tinted) Yes 0.93 0.55 13.1 ft2 0 ft 6 in 1 ft 0 in Drapes/blinds None 3 E 3 Metal Single (Tinted) Yes 0.93 0.55 26.0 ft2 0 ft 6 in 1 ft0 in Drapes/blinds None 4 W 4 Metal Single (Tinted) Yes 0.93 0.55 5.8 ft2 0 ft 6 in 1 ft 0 in Drapes/blinds None 5 N 5 Metal Low-E Single Yes 0.44 0.26 10.3 ft2 0 ft 9 in 1 ft 3 in Drapes/blinds None 6 E 6 Metal Low-E Single Yes 0.44 0.26 24.9 ft2 1 ft4 in 2 ft 0 in Drapes/blinds None 7 E 6 Metal Low-E Single Yes 0.44 0.26 12.5 ft2 1 ft4 in 3 ft0 in Drapes/blinds None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess .0003 505.2 27.73 52.16 .207 5.9018 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COP: 1 17.06 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16 19.3 kBtu/hr 579 cfm 0.69 1 sys#1 11/20/2014 4:24 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 11/20/2014 4:24 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model # Area Volume FEF fe DUCTS — Supply — — Return — Air CFM 25 CFM25 HVAC # V # Location R -Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 106 ftz Attic 27 ftz Default Leakage AHU1 (Default) (Default) 1 1 TEMPERATURES Programabl[e Thermostat: Y Ceiling Fans: Heating H Jan H Feb [[ jj M Mar Apr Apr I May im un n J Jul n Aug n Sep Oct Nov Nov HDec DecVenting [[ ]] Jan Feb [[XX]] MarJun Jul Aug Sep C Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 11/20/2014 4:24 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 4 of 5 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 374 NE. 95th. Street PERMIT #: Miami Shores, FL, 33138 - MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC -rated as meeting ASTM E 283. Windows and doors = 0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: gasketed doors & outdoor combustion air. Must complete envelope leakage report or visually verify Table 402.4.2. Thermostat & 403.1 At least one thermostat shall be provided for each separate heating and controls cooling system. Where forced -air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to = R-2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawlspaces, garages or outdoors adjacent to pools or spas. Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of =1 & Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor -retardant covers or a liquid cover or other means proven to reduce heat loss except if 70% of heat from site -recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency --78% (82% after 4/16/13). Heat pump pool heaters minimum COP= 4.0. Cooling/heating 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat >10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 11/20/2014 4:24 PM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 80 The lower the EnergyPerformance Index, the more efficient the home. 374 NE. 95th. Street, Miami Shores, FL, 33138- 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U -Factor. Sgl, U=0.93 SHGC: SHGC--0.55 b. U -Factor. Sgl, U=0.44 SHGC: SHGC=0.26 c. U -Factor. WA SHGC: d. U -Factor. WA SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Floor Types a. Slab -On -Grade Edge Insulation b. N/A c. WA Addition Single-family 1 1(1) No 642 Area 71.96 ft2 47.66 ft2 ft2 ft2 0.782 ft. 0.434 Insulation Area R=0.0 642.00 ftZ R= ft2 R= ft2 9. Wall Types a. Concrete Block - Int Insul, Exterior b. Concrete Block - Int Insul, Exterior c. N/A d. N/A 10. Ceiling Types a. Under Attic (Vented) b. N/A c. N/A 11. Ducts a. Sup: Attic, Ret: Attic, AH: AHU1 12. Cooling systems a. Central Unit 13. Heating systems a. Electric Strip Heat 14. Hot water systems - None required a. b. Conservation features 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Address of New Home: Date: City/FL Zip: Insulation R=5.0 R=4.1 R= R= Insulation R=30.0 R= R= Area 674.00 ft2 117.00 ft2 ft2 ft2 Area 642.00 ft2 ftZ ft2 R ft2 6 106 kBtu/hr Efficiency 19.3 SEER:16.00 kBtu/hr Efficiency 17.1 COP:1.00 Cap: N/A EF: Pstat *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Adler Residence Addition HVAC Load Calculations for F & F Construction "We, VdGwA &W110 AIR CONDITIONING SALES AND SERVICE Prepared By: Reinaldo Antoni Sansone Air Conditioning 590 Goolsby Boulevard Deerfield Beach, Florida 33442 (954) 428-8919 Thursday, November 20, 2014 Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. Rhgac Resi_dentlalcial HNA Loads�� ommercElite So are DevelopMent, Inc. Sansone com tion rs r "� .: �.: Ad ler I esitience Addition Deerfield Beach, F� ., 333442 ' '�`'" ,� - e -- -- ' Pa e 2 Project Report General Project Information E' Project Title: Adler Residence Addition Project Date: Thursday, November 20, 2014 Client Name: F & F Construction Client Comment: Project Address: 374 NE. 95th. Street, Miami Shores, Florida 33138 Company Name: Sansone Air Conditioning Company Representative: Reinaldo Antoni Company Address: 590 Goolsby Boulevard Company City: Deerfield Beach, Florida 33442 Company Phone: (954) 428-8919 Company Fax: (954) 428-1405 Company E -Mail Address: rantoni@sansone-ac.com Company Website: www.sansone-ac.com Company Comment: License #1249260 [Design DataT Reference Ci Miami Beach, Florida Building Orientation: Front Door faces West Daily Temperature Range: Low Latitude: 25 Degrees Elevation: 10 ft. Altitude Factor: 1.000 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter. 48 45.04 n/a n/a 70 n/a Summer: 89 77 59% 50% 75 56 ------ Total Building Supply CFM: 600 CFM Per Square ft.: 0.935 Square ft. of Room Area: 642 Square ft. Per Ton: 464 Volume (ft3) of Cond. Space: 5,136 Wilding Loads Total Heating Required Including Ventilation Air: 11,138 Btuh 11.138 MBH Total Sensible Gain: 12,449 Btuh 84 % Total Latent Gain: 2,330 Btuh 16 % Total Cooling Required Including Ventilation Air: 14,779 Btuh 1.23 Tons (Based On Sensible + Latent) 1.38 Tons (Based On 75% Sensible Capacity) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. T:1Clients\F&F Construction\Adler ResidenceWdler Residence-r.rh9 Thursday, November 20, 2014, 4:28 PM Rhvac Residential_>_ Light Commercial AC Loads �, Elite So are Qevalopknerrtt inc. Sansome Corporatltin >° t, : k M r�ZAdler f �s,..c-�'—'—ri Residence Addition ,a .-•Y Deerfield Beach, �L-33442 s?r-�a-�� .^cancs� ;.� ,fir +, a�-„�r �� +r� _ i � rage'l Load Preview Report Has Net Rec ft. z Sen Let Net Sen Min Min Sys Sys Sys Scope Am Ton Ton Iron Area Gain Gain Gain Loss Htg CFM Clg CFM Htg CFM Cig CFM Act CFM Building 123 1.38 464 642 12,449 2,330 14,779 11,138 145 566 600 600 600 System 1 Yes 123 1.38 464 642 12,449 2,330 14,779 11,138 145 566 600 11 600 Duct Latent 1211 1211 Zone 1 642 12,449 1,119 13,568 11,138 145 566 600 j L 00' 600 1-AHU-1 642 12,449 1,119 13,568 11,138 145 566 600 j 6001 600 T:\Clients\F&F Construction\Adler Residence\Adler Residence-r.rh9 Thursday, November 20, 2014, 4:28 PM T:\Clients\F&F Construction\Adler Residence\Adler Residence-r.rh9 Thursday, November 20, 2014, 4:28 PM Rhyac --Residential &_ Lllaht Commercial HVAC LoadsElite -- So are Devel0 menE, Inca Sansone Co ration: A _ L — _ (Adler ResidenceAddition _ Deerneld Beach,-FL-334Q2 -- §� `- - Paa 4` Total Building Summary Loads Component ,� �I, ` area Seri �..,< Late Sen Total Description .. : v � an Ru ; . Liss Gain'` -GSin t� Gain Gray Tint SH: Glazing-Adler Residence Addition Glazing - 121.1 2,479 0 6,159 6,159 SH Impact - Gray Tint - Metal Frame, u-value 0.93, SHGC 0.63 11J: Door-Metal - Fiberglass Core 42 554 0 731 731 13A-5fcb: Wall-Block, board insulation only, R-5 board 627.8 1,478 0 1,229 1,229 insulation, filled core, brick finish 16E-30: Roof/Ceiling-Under Attic with Insulation on Attic 642 452 0 575 575 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Light Tile, Slate or Concrete, R-30 insulation 22A-ph: Floor-Slab on grade, No-edge insulation, no 6 179 0 0 0 insulation below floor, any floor cover, passive, heavy moist soil Subtotals for structure: 5,142 0 8,694 8,694 People: 2 400 460 860 Equipment: 0 0 0 Lighting: 0 0 0 Ductwork: 5,147 1,211 3,005 4,216 Infiltration: Winter CFM: 35, Summer CFM: 19 849 719 290 1,009 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Total Building Load Totals: 11,138 2,330 _ 12,449 14,779 Cheek Figures I� - - -- i - Total Building Supply CFM: 600 CFM Per Square ft.: 0.935 Square ft. of Room Area: 642 Square ft. Per Ton: 464 Volume (ft) of Cond. Space: 5,136 F—Building Loads Total Heating Required Including Ventilation Air. 11,138 Btuh 11.138 MBH Total Sensible Gain: 12,449 Btuh 84 % Total Latent Gain: 2,330 Btuh 16 % Total Cooling Required Including Ventilation Air: 14,779 Btuh 1.23 Tons (Based On Sensible + Latent) 1.38 Tons (Based On 75% Sensible Capacity) Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. T:\Clients\F&F Construction\Adler Residence\Adler Residence-r.rh9 Thursday, November 20, 2014, 4:28 PM T:\Clients\F&F Constructlon\Adler Residence\Adler Residence-r.rh9 Thursday, November 20, 2014, 4:28 PM Rhvac- Residemmercial AC Lpads — °' ' _ _ Elite So are Develaent�inc: _ Sansone corporation ,k t .,ft -Acller - _ - idence Additlora Deerfield. Beach,FL 33442�Pa e 5 System 1 AHU-1 Summary Loads Component �.. �" Area �Quan"' :, Sen �' �, Lat < Sen ,: Total' Description Loss! Gain Gain , Gain- Gray Tint SH: Glazing -Adler Residence Addition Glazing - 121.1 2,479 0 6,159 6,159 SH Impact - Gray Tint - Metal Frame, u -value 0.93, SHGC 0.63 11 J: Door -Metal - Fiberglass Core 42 554 0 731 731 13A-5fcb: Wall -Block, board insulation only, R-5 board 627.8 1,478 0 1,229 1,229 insulation, filled core, brick finish 16E-30: Roof/Ceiling-Under Attic with Insulation on Attic 642 452 0 575 575 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Light Tile, Slate or Concrete, R-30 insulation 22A -ph: Floor -Slab on grade, No edge insulation, no 6 179 0 0 0 insulation below floor, any floor cover, passive, heavy moist soil Subtotals for structure: 5,142 0 8,694 8,694 People: 2 400 460 860 Equipment: 0 0 0 Lighting: 0 0 0 Ductwork: 5,147 1,211 3,005 4,216 Infiltration: Winter CFM: 35, Summer CFM: 19 849 719 290 1,009 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 System 1 AHU-1 Load Totals: 11,138 2,330 12,449 14,779 Check Fi ures Supply CFM: 600 CFM Per Square ft.: 0.935 Square ft. of Room Area: 642 Square ft. Per Ton: 464 Volume (fl?) of Cond. Space: 5,136 . ,, ; S stem Loads u,'h Total HeatingRequiredd Including Ventilation Air: 11,138 Btuh 11.138 MBH Total Sensible Gain: 12,449 Btuh 84 % Total Latent Gain: 2,330 Btuh 16 % Total Cooling Required Including Ventilation Air: 14,779 Btuh 1.23 Tons (Based On Sensible + Latent) 1.38 Tons (Based On 75% Sensible Capacity) .. Notes - - - — - 4 - Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. T:\Clients\F&F Constructlon\Adler Residence\Adler Residence-r.rh9 Thursday, November 20, 2014, 4:28 PM IZhvacRe ldential O Ll4ht Commercial VACL ads _ Elite Software Development, ina. Sansone Corporation Adler eMde►ice Addition Beach, FL 33442 ` " — "`` "' =-` - — Pa 6 Deerfield Equipment Data - System 1 - AHU-1 Cooling System Type: Standard Air Conditioner Outdoor Model: CA16NA018****A Indoor Model: FV4CNF002 Tradename: CARRIER AIR CONDITIONING Outdoor Manufacturer: CARRIER AIR CONDITIONING AHRI Reference No.: 4583820 Nominal Capacity: 19300 Efficiency: 16 SEER r:\Clients\F&F Construction\Adler Residence\Adler Residence-r.rh9 Thursday, November 20, 2014, 4:28 PM 4 ♦ V - -1 , No ^ T:\Clients\F& Name SF Rhv� Resider► al � U�ht ComgAeK�ia �4G Loads �, � I ' . �, � E#ite 3of�w�e evelo meftit�, #nc., � "` f. � �,� r _ IAdlerResidsn Addidon Dee etd aiiio j- 33442 Sys`. Na 7' System 1 Room Load Summary Htg � in fit�an RunClg Duct i C gl Mira '� Act. Room` �Arca 6pt Sens .1 —Zone 1--- 1 AHU-1 642 11,138 145 5-6 611 12,449 1,119 566 600 Duct Latent 1,211 System 1 total 642 11,138 145 12,449 2,330 566 600 [Co—o#67 ' Summa_ – - - ,o it�g ri '" Send 3'tew1 bibles k?ten �z Total` `Btyh Btuh Net Required: 1.23 84%/16% 12,449 2,330 14,779 Recommended: 1.38 75%/25% 12,449 4,150 16,599 Actual: 1.61 69%/31% 13,400 5,900 19,300 Equipment Dail" ----,E M., - - Heating System Cooling System Type: Electric Resistance Standard Air Conditioner Model: CA16NA018****A Indoor Model: FV4CNF002 Brand: CARRIER AIR CONDITIONING Efficiency: 0% 16 SEER Sound: 0 0 Capacity: 17,060 Btuh 19,300 Btuh Sensible Capacity: n/a 13,400 Btuh Latent Capacity: n/a 5,900 Btuh AHRI Reference No.: n/a 4583820 No ^ T:\Clients\F& Name SF Btuh C�M',7�tuli Latl. Sys`. F Construction\Adler Residence\Adler Residence-r.rh9 Thursday; November 20, 2014, 4:28 PM Im ENGINEERING CALCULATIONS FOR ADLER RESIDENCE ADDITION 374 NE 95TH STREET MIAMI SHORES, FL JAMES BUSHOUSE, PE FLORIDA P.E. #20311 1550 N. ANDREWS AVE., POMPANO BEACH, FL 33069 (954)956.2203 FAX(954)9562204 JIM@James Bushouse, Inc. COM JAMES BUSHOUSE, PE 1550 N. ANDREWS AVE., POMPANO BEACH, FL 33069 (954) 956-2203 FAX (954) 956-2204 JIM@JAMESBUSHOUSETNC.COM CONTENTS DESIGN CRITERM WIND ANALYSIS FOR LOW RISE BUILDINGS DESIGN PRESSURES FOR MWFRS UPLIFT CONNECTION LOAD FROM WIND DESIGN LATERAL LOAD FOR TRUSS CONNECTIONS DESIGN PRESSURES FOR COMPONENETS AND CLADDING LATERAL LOAD CALCULATIONS ROOFDIAPHRAGM VALUES WIND DESIGN PRESSURE COEFFICIENTS USED UPLIFT CONNECTOR CALCULATIONS MASONRY WALL ANALYSIS FOOTINGANALYSIS FLOOR ANALYSIS Z JAMES BUSHOUSE FL. P.E. #20311 JAMES BUSHOUSE, PE 1550 N. ANDREWS AVE., POMPANO BEACH, FL 33069 (954) 956-2203 FAX (954) 956-2204 JIM@IAMESBUSHOUSEINC.COM PROJECT NAME: ADLER RESIDENCE ADDITION ADDRESS: 374 NE 95 STREET, MIAMI SHORES, FL DATE: APRIL 4, 2014 MY DESIGN FOR THE ABOVE REFERENCED HOME IS BASED ON THE WIND LOAD PROVISIONS OF ASCE 7 - 10, ASD DESIGN. THE RATIONAL ANALYSIS FOR THESE LOADS IS BASED ON THE CRITERIA SHOWN BELOW: MEAN ROOF HEIGHT WIND SPEED EXPOSURE AT HURRICANE OCEAN LINE CATEGORY GUST FACTOR INTERNAL PRESSURE COEFF. BASIC VELOCITY PRESSURE SOIL BEARING PRESSURE 12 FT = 175 MPH (3 SEC. GUST) = C = NO ffi 2 0.85 *0.18 (ENCLOSED BUILDING) = 33.94 PSF 2,000 PSF ROOF LIVE LOAD = 30 PSF ROOF DEAD LOAD FOR GRAVITY DESIGN 20 PSF ROOF DEAD LOAD FOR UPLIFT DESIGN 10 PSF TOTAL FLOOR LIVE LOAD 40 PSF ** THE ABOVE REFERENCED HOME IS REVIEWED FOR SHEAR WALL REQUIREMENTS **IMPACT PROTECTION IS REQUIRED WIND ANALYSIS FOR LOW RISE BUILDINGS, BASED ON ASCE 7-10 SEE ATTACHED CALCULATIONS PER MECA WIND JAMES BUSHOUSE FL. P.E. #20311 op MecaWind Std v2.2.4.6 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright www.mecacrterprises.con Date : 4/8/2014 Qcpf Project No. : JobNo -GCpi Company Name : True Pressure Designed By : Engineer Address Address --------- Description Description psf --------- City City ------ 0.50 Customer Name : Customer ------ -0.18 State State 23.08 Proj Location : Location -0.69 File Location: C:\Users\James\AppDBta\Roaming\N.ecawind\Default.wnd -0.18 33.94 Input Parametersa Envelope Procedure per ASCE 7-10 Chapter 28 Part 1 3 Basic wind Speed(V) 175.00 mph -0.18 33.94 Structural category = II Exposure Category d C Natural Frequency N/A Flexible Structure • No Importance Factor = 1.00 Rd Directional Factor = 0.85 Alpha 9.50 Zg . 900.00 ft At 0.11 Bt 1.00 Am 0.15 BM 0.65 Cc 0.20 1 • 500.00 ft Epsilon 0.20 Zmin = 15.00 ft Slope of Roof • 3.5 : 12 Slope of Roof(Theta) 8 16.26 Deg Ht: Mean Roof Ht . 11.61 ft Type of Roof = GABLED RHt: Ridge Ht 13.73 ft Eht: Eave Height 9.50 ft OH: Roof Overhang at Rave- 0.50 ft Overhead Type . Overhang Bldg Length Along Ridge . 21.17 ft Bldg width Across Ridge= 29.00 ft Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.al Hz) use 0.85 .+ 0.85 Gust Factor Category Ii Rigid Structures - Complete Analysis Zm-. 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)"0.167 . 0.23 Lzm: 1*(Zm/33)"Epsilon m 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)'0.63))"0.5 - 0.94 Gust2: 0.925*((1+1.7*lzm*3.4*0)/(1+1.7*3.4*lzm)) = 0,89 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 raw Rise Bldg Provisions per Fig. 28.4-11 MWPRs Load Case A All pressures shown are based upon ASD Design, with a Load Factor of .6 BUILDING Qcpf +Gcpi -GCpi qh Pressure surface --------- --------- psf --------- psf --------- -------- 1 ------ 0.50 ------ 0.16 ------ -0.18 33.94 23.08 2 -0.69 0.18 -0.18 33.94 -29.53 3 -0.45 0.18 -0.18 33.94 -21.38 4 -0.40 0.18 -0.18 33.94 -19.69 lE 0.75 0.18 -0.18 33.94 31.56 2E -1.07 0.18 -0.18 33.94 -42.43 3E -0.65 0.18 -0.18 33.94 -28.17 4E -0.59 0.18 -0.18 33.94 -26.13 1T * * * .00 2T r r * * .00 3T r r r r .00 4T * * * * .00 Low Rise Bldg Provisions per Fig. 28.4-i: M MRS Load Case B All pressures shown are based upon ASD Design, with a Load Factor of .6 BUILDING GCpf +GCpi -Gcpi 4h Pressure surface --------- --------- psf --------- psf -------- 1 --------- -0.45 0.18 -0.18 33.94 --------- -21.38 2 -0.69 0.18 -0.18 33.94 -29.53 3 -0.37 0.18 -0.18 33.94 -18.67 4 -0.45 0.18 -0.18 33.94 -21.38 5 0.40 0.18 -0.18 33.94 19.69 6 -0.29 0.18 -0.18 33.94 -15.95 IE -0.48 0.18 -0.18 33.94 -22.40 2E -1.07 0.18 -0.18 33.94 -42.43 3E -0.53 0.18 -0.18 33.94 -24.10 4E -0.48 0.18 -0.18 33.94 -22.40 5E 0.61 0.18 -0.18 33.94 26.81 6E -0.43 0.18 -0.18 33.94 -20.70 1T . . • : .00 2T • * • * .00 3T • * * * .00 4T * • • .00 ST • • * * .00 6T * * * .00 Figure 28.4-1 - Low -Rise Wal And Roof Figure Notes: Notes: 1) Pressure . qh * (GCPf - (+/- GCpi)), only max value shown 2) For Torsional Load Cases. the zones are designated with a •T". The pressures(Min P & Max P) are 25% of the full design wind pressures(Ld Case 1T=25'r*l(ld case 1),2T4259*2,3T=25%*3,4T=25%*4). Exceptions to Torsional Load Cases: One story buildings with mean roof height4=30 ft(9.1m), buildings with two stories or less framed with light frame construction, and buildings two stories or less designed with flexible diaphragms need not be designed for the Torsional Load Cases. (Note 5 of Figure 6-10) Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient zone "a• m = 3.00 ft Description width Span Area zone Max Min Max P Min P -------•----------------------------------------------------------------------- ft ft ft 2 QCP GCP psf psf 1 1.00 1.00 1.0 1 0.50 -0.90 23.08 -36.66 2 1.00 1.00 1.0 2 0.50 -1.70 23.08 -63.81 3 1.00 1.00 1.0 3 0.50 -2.60 23.08 -94.36 A 3.00 6.67 20.0 4 0.95 -1.05 38.25 -41.64 B 1.60 3.20 5.1 4 1.00 -1.10 40.05 -43.45 C 3.20 4.20 13.4 4 0.98.-1.08 39.28 -42.68 D 6.00 6.70 40.2 4 0.89 -0.99 36.43 -39.82 E 3.20 4.20 13.4 5 0.98 -1.35 39.28 -52.09 F 3.20 4.20 13.4 4 0.98 -1.08 39.28 -42.68 Khcc:Comp. & Clad. Table 6-3 Case 1 A 0.85 Qhcc:.00256*V"2*Khce*Kht*Kd = 33.94 psf CASE A wum ct(oN a WM 00MUMN RAM JAMES BUSHOUSE, PE 1550 N. ANDREWS AVE., POMPANO BEACH, FL 33469 (954) 956-2243 FAX (954) 956-2204 JIM@JAMESBUSHOUSEINC.COM TOTAL COMBINED LOADS ACROSS: SIDES 1 & 4 =:> SIDES 1E & 4E => P. = 42.77 PSF P.,, = 57.69 PSF TOTAL COMBINED LOADS ACROSS: ROOFAREA 2 MAX VALUES: NOPdownward Puplift = 29.53 PSF ROOFAREA 3 MAX. VALUES: NOPdownward P uplift = -21.38 PSF ROOFAREA 2EMAX VALUES: NOPdownward P uplift = 42.43 PSF ROOFAREA 3E MAX VALUES: NOPdo,,,%,,d P uplift = -28.17 PSF INTERNAL PRESSURES ARE INCLUDED IN THE ROOF PRESSURE VALUES UPLIFT CONNECTION LOAD FROM WIND (3yorst Case): FACTORS.- END ACTORS. END ZONE & q = 33.94 PSF WO GCM = -1.07, GCpj = -0.69 => P%vd= 59.73 PSF WR GCM = -1.07, GCpj= -0.18 => P%VR= 42.43 PSF LO GCM = -0.69, GCpj = -0.18 => PLR = 29.52 PSF LR GCM = -0.69, GCpj = -0.18 => PLo = 29.52 PSF DESIGN LATERAL LOADS FOR TRUSS CONNECTIONS (Worst Case): PARALLEL TO WALL (Fl) = Pw x Lw/4 = 26.13psf x 21.171/4 =138 LBS PERPENDICULAR TO WALL = Pw x Lw /2= 26.13 sf x 21.171/2 = 276 LBS SEE ROOF & FLOOR FRAMING PLANS FOR UPLIFT VALUES AND CONNECTORS JAMES BUSHOUSE FL. P.E. #20311 JAMES BUSHOUSE, PE 1550 N. ANDREWS AVE., POMPANO BEACH, FL 33069 (954) 956-2203 FAX (954) 956-2204 JIM cer JAMESBUSHOUSEINC.COM LATERAL LOAD CALCULATIONS: ROOF DIAPHRAGM VALUE IS CALCULATED BASED ON THE WIND LOAD ON THE WINWARD AND LEEWARD WALLS AND THE PROJECTED AREA OF THE ROOF (ALL TIMES THE APPROPRIATE SHAPE FACTORS) DIVIDED BY THE LENGTHS OF THE ROOF TO WALL CONNECTION. THE ANCHORAGE SCHEDULE PROVIDES FOR LATERAL LOAD IN THE DIRECTION OF THE WIND AS WELL AS IN THE SHEAR WALLS. THE SHEAR WALLS ARE DESIGNED FOR SHEAR, SIDE WALL WIND AND UPLIFT SIMULTANEOUSLY. THE STRUCTURE IS DESIGNED FOR WIND IN ALL FOUR DIRECTIONS. THE AVERAGE PRESSURE ON THE WALL., (P.fl)„. = (P....,.,)..,,d(a) + (P s=}�a.(L-al = 26.13 x 31+ 21.38 x 18.17 L (P.u).'.= 21.06 PSF THE AVERAGE PRESSURE ON THE ROOF: 22.17' (Proof)a, (P„�_r).„..da) + (P»,.x (L -a) = 31.56 x 3 + 29.53 x 18.17 L (I'ronf}ems= 28.47 PSF THE LOAD DIRECTLY APPLIED TO THE ROOF DAIPHRAGM: W. a -(P."). (0.5) i -wo + (pa., e' -f) => SHEAR FORCES IN ROOF DIAPHRAGM: V.f= (Wmh (L) =:o V,a= 4,427 LBS V, q.= (Vmf) /2b = 4427!2X29 - 75.0 95 PLF 22.17' W,. - 199.6 PLF ROOF DIAPHRAGM SHEAR VALUE FOR 5B” W/$d NAILS @ 6" O/C FIELD & EDGES =180 PLF V11L =180 PLF > Vrm = 75 PLF =:> O.K. JAMES BUSHOUSE FL. P.E. #20311 JAMES BUSHOUSE, PE 1550 N. ANDREWS AVE., POMPANO BEACH, FL 33069 (954) 956-2203 FAX (954) 956-2204 JIM@JAMESBUSHOUSEINC.COM ROOF TRUSSES CONNECTORS MAX SPAN =18.5' P g-iili� 29.53PSF X 18.512 X 2 = 546 LBS USP HETA 12 UPLIFT CAPACITY =1,270 LBS > REQUIRED 4 O.K. SHEAR: W ,..f =199.6 PLF V roof = 95.0 PLF LATERAL: Wut,,., =190.1 PLF REQUIRED CONNECTION LATERAL CAPACITY FOR RAFTERS SPACED @ 24" O/C = 276.0 LBS USP HETA 12 LATERAL LOAD CAPACITY =1,100 LBS > 276 LBS REQUIRED 4 O.K. REQUIRED CONNECTION SHEAR CAPACITY FOR RAFTERS SPACED @ 24" OIC= 138 LBS USP HETA 12 WITH (10)10D NAILS, SHEAR CAPACITY = 415 LBS> 138 LBS REQUIRED UNITY EQUATION (CONNECTOR/CONNECTION): PERPENDICULAR TO RIDGE (FI) =138 LBS PARALLEL TO RIDGE (F2) = 276 LBS (DESIGN UPLIFT /ALLOWABLE UPLIFT) + (DESIGN LATERAL PARALLEL TO PLATE / ALLOWABLE LATERAL PARALLEL TO PLATE) + (DESIGN LATERAL PERPENDICULAR TO PLATE / ALLOWABLE LATERAL PERPENDICULAR TO PLATE) = UNITY EQUATION < 1.0 UNITY EQUATION = 1546112701 + 1276/1100) + 1138/4151= 0.27 + 0.34 + 0.37 =1.0 4 O.K. JAMES BUSHOUSE FL. P.E. #20311 JAMES BUSHOUSE, PE 1550 N. ANDREWS AVE., POMPANO BEACH, FL 33069 (954) 956-2203 FAX (954) 956-2204 JIM@JAMESBUSHOUSEINC.COM MASONRY FILLED CELL CALCULATIONS The following is a calculation set for the filled cell spacing for masonry walls. The rational analysis is used in these calculations and the methods used are Lased off the standards set forth in the ASCE 7-10 Standard. Wall Specifications Bldg. th = L . =M ftBid Width = W =ft Roof An le deg. Edge distance a = 3 ft (10% of minimum dimension or 3 ft, whichever is greater) Wail and Roof Pressure Calculations: Case A 1 23.08 psf 2 -29.53 psf 3 21.38 p psf 4 19.69 psf 2E -42.43 psf 3E 28.17 psf 4E 26.13 psf Wind Pressure @ Walls = P,= 31.56 psf Endzone 29.53 psf @ Center Verify Filled Cell Spacing Wall height = I ft Rebar Area = AB in. Minimum Steel Cover = d = t> Steel Flexural Strength = Fy = :_ " *Assume end condition for entire wall. Max. P, = 1 31.56 psf Moment in wall = m, = PJ'78 = 1356.041 in. psi 1 21.38 psf psf psf psf psf psf psf psf psf psf psf psf 2 29.5278 3 -18.667 4 21.3822 5 19.6852 6 -15.9518 1E -22.4004 2E -42.425 3E -24.0974 4E -22.4004 5E 26.8126 6E -20.7034 'For moment, assume pressure over 1' of wall 4272.4 in.4bs Area Steel Required = AREQ = m.1(0.9F„d) = 1 0.05364 in `ht Filled Cell Spacing = S = A,/AgREq = 5.78 fto.c max. spacing in wall JAMES BUSHOUSE FL. P.E. #20311 k JAMES BUSHOUSE, PE 1550 N. ANDREWS AVE., POMPANO BEACH, FL 33069 (954) 956-2203 FAX (954) 956-2204 JIM@JAMESBUSHOUSEINC.COM FOOTING CALCULATIONS SEE ATTACHED FLOOR JOIST CALCULATIONS & LEDGER SEE ATTACHED (A JAMES BUSHOUSE FL. P.E. 420311 �= � v r 1 c� t� yk-�- � . C.. o.p- p r N �► ARCHON WALL FOOTING OUTPUT: ANALYSIS OUTPUT Punching Shear Stress =11.41 psi Punching Shear Stress Allowable = 219.09 psi Soil Bearing Pressure =1436.7 pd Allowable Sol bearing Pressure = 2000.0 psf Uplift Safety Factor Is 31.93 Rebar area for one layer in center = 0.30 sg4nift A#5 bar at 12 in. spacing each way villi work. Rebar area for two kayers, top and bottom = 0.20 sq -info A #5 bar at 12 in. Spacing each way wAl work. ANALYSIS SUPPORT DATA: Maximum Beading Moment = 7140.8 ft -lbs Rebar yield strength = 60000.0 psi Concrete Compressive Strength = 3000.0 psi Concrete Density =145.0 pal' FIB Density =120.0 pd Fill Height Over Footing =1.0 it Reber Cover - 3.00 In GEOMETRY/LOADS: Slab Width = 2.00 It Slab Thickness =12.00 in Wall Location, X =1.00 it Well Thickness = 6.00 to Wal Height = 9.60 ft Applied Factored Load on Wal = 2000.00 lbs Applied Factored Moment on Wall-- 0.00 ft -lbs Applied UnFectored Load on Wal =1506.00 lbs Applied UnFaclored Moment on Wal- 0.00 ft -lbs Applied Uplift Load on Wall= 90.00 lbs /1 ENGINEER: DATE: APPLIED LOADS Load No. (l) Load is levet uniform w = 60 lbs/ft Start location from left = 0 ft Length of applied uniform load = 16ft I F 4- VC. M .9"d) t sz-s ENGINEER: DATE: RESULTS 2X 10 Southern Pine, No. 2 Dense ACTUAL STRESSES Max. shear stress = 51.875 psi Max. bending stress =1077.139 psi ALLOWABLE STRESSES Bending =1200.00 psi Short Member Shear = 90.00 psi COMBINED AXIAL AND BENDING FACTOR No axial load, thus no combined check required! Combined stress passes! Bending stress passes! Shear Stress passes! Left Support Reaction = 480.00 lbs Right Support Reaction = 480.00 lbs Member axial load= lbs Max. Moment =1920.00 ft -lbs Max. Shear = 480.00 ft -lbs Max. Deflection = 0.5261 in INPUT DATA Member = 2X 10 Length =16 ft Unbraced Length = 0.00 ft Youngs Modulus=1.70e+06 psi Moment of Inertia = 98.93 in^4 Gross Area =13.88 in^2 Shear Area= 9.253 in^2 Section Modulus = 21.39 ie3 Member depth = 9.25 in Member width =1.50 in Left support is pinned. Right support is pinned Moment is about strong axis. 13 ENGINEER DATE: APPLIED LOADS Land No. (1) Load is level uniform w = 405 lbs/ft Start location from left = 0 ft Lengh of applied uniform load = Zft r4 ENGINSM: DATE: RESULTS 2X6 Southern Pine, No. 2 ACTUAL STRESSES Max. sbear stress = 73.636 psi Max. bending stress = 321 A29 psi ALLOWABLE STRESSES Bending =1500.00 psi Short Member Shear =90.00 psi COMBINED AXIAL AND BENDING FACTOR No axial load, thus no combined check required! Combined stress paw! Bending stress passed Shear Stress passes! Left Support Reaction - 405.00 lbs Right Support Reaction = 405.00 lbs Member axial load= lbs Max. Moment = 202.50 ft -lbs Max. Smear = 405.00 ft -lbs Max. Deflection = 0.0044 in INPUT DATA Member - 2X6 Length = 2 ft Unbraced Length - 0.00 ft Youngs Modulus = 1.60e+06 psi Moment of inertia = 20.80 in"4 Gross Area = 8.25 ie2 Shear Area = 5500 ie2 Section Modulus - 7.56 in^3 Member depth = 5.50 in Member width =1.50 in Lab support is pinned. Right support is pinned. Moment is abort strong axis. 1> C+ IL j3n�_TS Archon's WmWood Bolted Connections Tension Values Bolt Size = 5/8 in Allowable Bolt Steel Tensile Stress =18 ksi Allowable Wood Bearing Stress = 450 psi Max. Allowable Bolt Tensile Load =4068.00 lbs Min. Bearing Plate Side Length = 3.01 in Min. Bearing Plate Thickness = 5/16 in Shear Values -Bolt Size= 5/8 in Allowable Load Parallel to Grain - 904.50 The Allowable Load Perp. to Drain = 436.50 Ibs Allowable Load at Angle 0 deg. — 904.50 Ibs Conditions This is a Single Shear Condition Thickness of main member is 8 in I%ickness of second member is 1.5 in Member is alwsys dry. Connection does not us side plates. Members are permanent. Wood is Douglas Fir -Larch or Southern Pine (Ailed. Grain) /4 2 Subsoil Investigation Report contact: enc rinxemem Address: 2617 Park Road Pembroke Park, 33009 Project: Proposed one Story Addition ical I Materials Testing I Inspections I Environmental ed. eral & TESTING INC. Table of Contents Client Information Project Information General Soil Descriptions Foundation Recommendations Soil Parameters Excavations Settlement Grading Appendices Soil Boring Log(s) Project Location Soil Boring Location(s) Soil Classifications Sampling Procedures Limitations of Liability For Your Information Phone 954-784-2941 800-848-1919 Fax 954-7847875 pg. 1 pg. 1 pg. 1. pg 2 pg. 3 pg. 3 pg. 4 pg. 4 pg. 3 Our findings in this reportare based on soil conditions encountered in the test bore locations only, proposed structure to be built, (if available at this stage), Florida Building Code requirements and standard engineering practices. If your report is preliminary (i.e. vacant land or building to be demolished) additional borings are required within the foot print of the proposed structure once the location & layout of the proposed structure is known. Please read this report in its entirety and follow all recommendations. Failure to do so may result in the permitting agency (Building Department, etc.) withholding the Certificate of Occupancy. This will cause delays and additional costs. The Permitting Agency will require a final certification or signing off of the project prior to issuing the Certificate of Occupancy. All of our recommendations need to be followed to receive a final certification from F.E.T., including densities on each lift, demucking verification, piling inspection, etc., whichever recommendation applies to your project. Please schedule us at least 24 hours in advance for all tests and inspections. If you choose to use another Engineering Firm, you must verify they will provide you with the proper certification in writing, as outlined in our report. Our firm will only provide a certification letter if it has verified all work as recommended in our report. Construction Material American Concrete Miami Dade Florida Department Engineering Council Institute County of Transportation edera�l & TESTING INC. NDIV13thAvePamnam Beach. k33069 Thursday, April 3, 2014 F & F Construction Services Inc. 2617 Park Road Pembroke Park, 33009 Attn.: Eric Finkelstein RE: Subsoil investigation Proposed One Story Addition 374 NE 95th Street Miami Shores, FL 33138 Dear Sirs; Phone 954-784-2941 800-848-1919 Fax 954-784-7875 fbd-en 1.com Job Order Number 14-965 Pursuant to your request, Federal Engineering & Testing, Inc. has completed a subsoil investigation on 4/2/14 at the above referenced site. The purpose of our. investigation was to verify subsoil conditions relative to foundation preparation: and design. A total of one (1) SPT boring was performed according to ASTM D-1586 drilled down to a depth of twenty feet (20) below the existing ground surface. (See attached field sketch for locations). The following is a general description of soil stratas for the subject site. Depth . � (� ��` � Desption of Soils Nffl From To o" 6" Topsoil and Vegetation 6" 2", Dxown. Sand 2' 416" Very Pale Brown Sand 416" 9' Tale Brown sarid.witb :Some Rock: 9' 13' Light Brown Sand with Rock 13' 20' lVdry 'Pate Brown Sand with Rock Groundwater table elevation was measured immediately at the completion of each boring and was found at a depth of 5'1" below existing ground surface. Fluctuation in water level should be anticipated due to seasonal variations and run off as well as varying ground elevation, construction dewatering and pumping activities in the area. Site contractor must familiarize himself with site conditions in the event groundwater controls and dewatering is needed. Surface flooding may result under hurricane conditions and should be taken into consideration in the design of the project. The contractor shall make sure that groundwater levels on adjacent properties are not affected by the contractors dewatering activities. Specialty groundwater contractors shall be consulted for all work below the groundwater level. Thursday, April 3, 2014: 374 NE 95th Street Miami Shores, FL 33138 Page 2 IF ENGINEERING The boring log(s) attached present a detailed description of the soils encountered at the location. The soil stratification shown on the boring log(s) is based on the examination of the recovered soil samples and interpretation of the drillees field log(s). It indicates only the approximate boundaries between soil types. The actual transitions between adjacent soil types may be gradual. From a geotechnical engineering perspective, the site is suitable for the construction of the proposed structure, provided that the surface sand layers are compacted in place and proof rolled. Localized areas of loose materials, if present, will become evident. during site clearing, grubbing and proof rolling, and must be removed prior to filling operations. Based on our understanding of the proposed structure and the information obtained from our field boring log(s); we recommend the following procedures for foundation design: 1) Strip the entire footings and building construction areas of topsoil and ground vegetation (when encountered) down to clean granular material. Any underground structures, utility lines, root systems and drainage trenches, etc. must be removed in their entirety from beneath the proposed construction areas. The city arborists should be .contacted prior to any land clearing to verify compliance with any local codes. 2 Saturate and compact all construction areas with a heavy self propelled vibratory roller to a minimum of 95% of the ASTM D-1557 modified proctor method. Make a minimum of ten (10) passes with the roller in each direction. 3) Care should be taken when using vibration in case of existing structures in the vicinity of the construction area. If vibration cannot be used for compaction, static compaction may be applied. However, in this case, the compacted layer should not exceed 6 inches in thickness. 4) Backfill construction areas to proper elevation if needed using a clean granular material placed in lifts not to exceed twelve (12) inches in thickness and compacted as per item 2. 5) Representative samples of the on-site and proposed fill material should be collected and tested to determine the classification and compaction characteristics. 6) All construction fill material above the water table shall be clean granular soil, free of organics or other deleterious material, and shall contain no more than twelve (12) percent fines passing a U.S. Standard No. 200 sieve (0.075111111) and have a Unified Soil Classification (USCS) designation of GP, GW, GP -GM, GW -GM, SP or SW. No particle size greater than three (3) inches shall be used in the top 12 inches of the building pad. 7) Fill Material below the water table shall be washed free draining gravel such as FDOT No. 57 stone or equivalent to about 12 inches above the water table unless dewatering is used. When dewatering is used, fill material shall be clean granular soil, free of organics or other deleterious material, and shall contain no more than twelve (12) percent fines passing a U.S. Standard No. 200 sieve (0.075mm). Thursday, April 3, 2014. 374 NE 95th Street Miami Shores, FL 33138 Page 3 ENGItdEFRING 8) Verify all densification procedures by taking an adequate number of field density tests in each layer of compacted material, Density tests shall be performed on the slab areas, footing areas, interior bearing wall footings and column pad footings. This must be scheduled immediately after Tamp and Spray and/or Compaction, but before Reinforcing Steel Placement. If reinforcing steel is already in-place, it must be removed from all areas to be tested prior to performing densities. 9) After the installation of any plumbing and electrical piping; we recommend that the disturbed area be recompacted and additional densities tests be performed to verify proper compaction of the disturbed areas. .10) :All of the above Geotechnical work shall be performed under the supervision of Federal Engineering & Testing's geotechnical engineer or his representative to verify compliance with our specifications and the Florida Building Code. Please call us at 954-784-2941 for scheduling. 11) In the event of existing structures, existing footings or proposed drainage lines, provisions shall be made by the structural engineer and site contractor to protect all footings from undermining and exposure. The geotechnical engineer shall be notified of these. conditions to evaluate the applicability of his recommendations. The above foundation recommendations being achieved and verified; it is our opinion that the proposed structure be designed for a shallow foundation system with a permissible soil bearing pressure not to exceed 2500 P.S.F. Building pad certification requires satisfactory completion and verification of all the above foundation recommendations. Slabs placed upon compacted fill may be designed using a modulus of subgrade reaction value of 200 pci. The following soil parameters shall be used for retaining wall designs: • Soil unit weight moist 110 pcf * Soil unit weight buoyant 60 pcf • Angle of internal friction 300 • Active Earth pressure coefficient (Ka) 0.33 • Passive Earth pressure Icoefficient KP) 3.0 • Angle of wall friction for steel piles 300 • Angle of wall friction for concrete / brick walls 200 • Angle of wall friction for uncoated steel 150 Excavations shall not extend within one (1) foot of the angle of repose next to existing footings or structures unless underpinned. Trenching shall be in compliance with the Florida Building Code, OSHA and Trench Safety Act requirements. Shorings shall be designed and inspected by a Florida licensed professional engineer. Thursday; April 3, 2014 374 NE 95th Street Miami Shores, FL 33138 Page 4 IF ENGINEERING Provisions shall be made by the architect, engineer of record and contractor to address differential settlements when tying in new to existing structures. Mixing of different foundation types shall not be used unless provided with expansion joints to address differential settlement. Detailed settlement analysis was beyond the scope of this report. Comparing the field test data obtained in this exploration with our experience with structures similar to those proposed for this project, the estimated magnitude of these settlements is 0.5 to 1 inch. Due to the granular nature of the subsurface materials, the foundation settlements should occur as the loads are applied and should be virtually negligible by the end of the building shell completion. All outside ground surfaces must be sloped away from the structure to avoid water accumulation and ponding. All rain waters shall be discharged away from all building foundations. Verify all water, sewer, plumbing, sprinkler and drainage lines are properly f motioning with no leaks in the vicinity of the foundation. Regardless of the thoroughness of a geotechnical exploration, there is always the possibility that conditions may be different from those of the test locations; therefore, Federal Engineering & Testing, Inc. does not guarantee any subsoil condition between the bore test holes. A site plan showing the location of the proposed structure was not provided at the time the soil borings were performed. For a more accurate portrayal of subsurface conditions, the site contractor should perform test, pits. If different conditions are encountered, Federal Engineering & Testing Inc., shall be notified to review the findings and make any recommendations Ias needed. In accepting this report the client understands that all data from the soil borings is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. The site contractor must familiarize themselves with the job site conditions. Environmental analysis of the soil materials is not :part of the scope of services. If environmental analysis of the soils is required, we can ,provide a proposal for performing an environmental analysis of the soil materials. For Environmental due diligence, a Phase I and/or Phase II Environmental Site Assessment is recommended. ;As a mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Federal Engineering ,& Testing, Inc. appreciates the opportunity to be of service to you at this phase of your project. Please feel free to contact us if we may be of further service to you. Sincerely, Keith LeBlanc, P.E. Federal Engineering & Testing, Inc. Florida Reg. No. 59394 Certificate of Authorization # 5471 e.deral 8 TESTING INC. 250 SW 13th Ava Pompano Beach, FL UM . SPT Test Boring Report Client: F & F Construction Services Inc. Project: Proposed One Story Addition Address: 374 NE 95th Street Miami Shores, FL 33138 Phone 954-784-2941 800-848-1919 Fax 954-784-7875 fed-enn.com Date of Test: April 2, 2014 Hole No.: B-1 Location: See Attached Drawing Depth ;WD Soil Descriptions Hammer Blows "N" 1: 0" - 6" Topsoil and Vegetation 3 3 6 2 6" - 2' Brown Sand 3 4 4 2'- 416" Very Pale Brown Sand 5 4 8 5 5 6 12 6 4'6" - 9' Pal Brown Sand with Some Rock 6 7 7 6 5 10 8. 5 7 9 7 6 14 10 9'- 13' Light Brown Sand with Rock 8 9 11 A AA 12 A A 13 A A A .14 A A 15 11 10 22 T6 IT- 20' Pale Brown Sand with Rock 12 11 17 A A A 1.8 A A 19 A A A 20 A A 21 22 23 24 2� 26 27 28 29 30 Water Level: 511" Below Land Surface Keith LeBlanc, P.E. �;/s / t Federal Engineering & Testing, Inc. A = Auger Florida Reg. No. 59394 Certificate of Authorization # 5471 ENGINEERING Miami Shares rx ` �Site -Location � v K low N ;F -94th -St Ara z v i —�- b 1 ■i m ! Z m 7 W U , f T l r i { CD /1• ENGINEERING NE 95th Street. Alley Soil Boring Location Map Federal Engineering & Testing Inc. 250 SW 13th AVE Pompano Beach, FL 33069 (954) 784-2941 Client: F & F Construction Services Inc. Project: Proposed One Story Addition Test: Subsoil Investigation Project Address: 374 NE 95th Street (site map isnot to scale) Miami Shores, FL 33138 Soil Classifications Sand Quantity Modifiers Correlation of Penetration Resistance. with Relative Dens and Consisten Dynamic Cone Penetrometer Standard Penetration Saticls ' Penetrometer Resistance Dynamic one Penetrometer ' Relative Density " Standard Penetration 0-6 With. 0-2 Penetro» titer Resistance" Very. Soft Hammer Blows, 7-15 .Relative Density 3-5 0-10 0-4 16-30 Very Loose 6-10 Firm 5-10 31'=45. Loose . 11-15 .: 26-45 Stiff: 11-20 46 - 9016-30 Firm. 45 t 75 : Very Stiff 21- 30 . 9.1, r 150 Very"Finn. 31- 50 _ 76-120 Hard 31-50 Dense 120 > 50 VeryDense Sand Quantity Modifiers S%'& clay 0-2% Dynamic Cone Penetrometer Standard Penetration " Penetrometer Resistance Hammer Blows Relative Density " Some 0-6 With. 0-2 < 0.005 mm .. Very. Soft 7-15 3-5 Soft". 16-30 6-10 Firm 31'=45. 11-15 .: Stiff: 46 - 9016-30 Very Stiff 9.1, r 150 31- 50 _ Hard Sand Quantity Modifiers Very Slight Trace 0-2% Slight Trace 2-5% Trace 5-10% Little Trace 10 -.15 % Some 15-30% With. > 30'% r ."Silt � �Cia� Qgantiiy Mti ers Slightly Silty /Clayey 0-5% Silty) Clayey 5 30 % Very Silty / Clayey 30-50% Particle Size Boulder > 12 in Cobble 3--12 in Gravel 4.76 mm - 3 in Sand. 0.074 mm "- 4;76 .mm Silt 0.005 mm - 0:074 mm Clay < 0.005 mm .. �ENGINEERING Drilling & Sampling Procedures The soil borings were installed in accordance with Standard Penetration Tests procedures as set forth in ASTM D-1586. Representative samples were collected utilizing spilt -barrel techniques in accordance with the procedures set forth in "Penetration Tests and Spilt -Barrel Sampling of Soil in ASTM D-1586. The following field tests, measurements and laboratory analysis were performed/collected during the installation of each soil boring. Penetration Tests During the sampling procedures, Standard Penetration Tests were performed at five (5) foot intervals to obtain the standard penetration value (1) of the subsurface soil. The standard penetration value (l) is identified as the number of blows of a 140 -pound hammer falling thirty (30) inches, required to advance the spilt -barrel sampler one (1) foot into the subsurface soil. The sampler was lower into the bottom of the previously cleaned drill hole and advanced by blows from the hammer. The number of blows was recorded for each of the three (3) successive increments of six (6) inches penetration. The "N" value is obtained by adding the second and third incremental numbers. Water Level Measurements Water Level depths were obtained during the test boring operations. In relatively pervious soils, such as sandy soils, the indicated depths are usually reliable groundwater levels. Seasonal variations, tidal conditions, temperature, land -use and. recent rainfall conditions may influence the depths to groundwater levels. Soil Properties / Classification All samples collected were classified in accordance with the Unified Soil Classification System criteria to determined soil material properties and compared with published literature of the USDA Soil Conservation Survey of Broward County. Ground Surface Elevations Ground surface elevations have not been provided for the proposed boring locations. Therefore, all references to depth of the various strata and materials encountered were from existing grade at the time of the drilling: operations. Limitations of Liability Warranty We warrant that the services performed by Federal Engineering and Testing, Inc. (F.E.T.) are conducted in a manner consistent with the level of skill and care ordinarily exercised by members of the profession currently practicing under similar conditions. No other warranties, expressed or implied, are made. While the services of F.E.T. are an integral and valuable part of the design and construction process, we do not warrant, guarantee, or insure the quality or completeness of services or satisfactory performance provided by other members of the construction process and/or the construction pians and specifications which we have not prepared, nor the ultimate performance of building site materials. As mutual protection to clients, the public and ourselves, all reports are submitted as the confidential property of clients, and authorization for publication of statements, conclusions or extracts from or regarding our reports is reserved pending our written approval. Reports are not intended for 3rd party use. Subsurface Exploration Subsurface exploration is normally accomplished by test borings. The soil boring log includes sampling information, description of the materials recovered, approximate depths of boundaries between soil and rock strata and groundwater data The log represents conditions specifically at the location and time the boring was made. The boundaries between different soil strata are indicated at specific depths; however, these depths are in fact approximate and dependent upon the frequency of sampling. The transitions between soil stratum are often gradual. Water level readings are made at the time the boring was performed and can change with time, precipitation, canal levels, local well drawdown, and other factors. Regardless of the thoroughness of a Geotechnical exploration there is always a possibility that conditions may be different from those of the test locations; therefore F.E.T. does not guarantee any subsoil condition surrounding the bore test holes. For a more accurate portrayal of subsurface conditions, the site contractor should perform tests pits. If different conditions are encountered, F.E.T. shall be notified to review the findings and make any recommendations as needed Laboratory and Field Tests Tests are performed in accordance with specific ASTM Standards unless otherwise indicated. All criteria included in a given ASTM Standard are not always required and performed Each test report indicates the measurements and determinations actually made. Ownership of Tests l Reports All test results and/or reports prepared by F.E.T. pursuant to this agreement and/or Addendum(s) thereto, shall remain the property of F.E.T. until all monies due and owing to F.E.T. under this Agreement and/or Addendum(s) thereto, are paid in full. Analysis and Recommendations The Geotechnical report is prepared primarily to aid in the design of site work and structural foundations. Although the information in the report is expected to be sufficient for these purposes, it is not intended to determine the cost of construction or to stand alone as construction specifications. r Analysis and Recommendations cont. In accepting this report the client understands that all data from the soil boring is intended for foundation analysis only and is. not to be used for excavating, backfilling or pricing estimates. In accepting this report the client understands that all data from the soil boring is intended for foundation analysis only and is not to be used for excavating, backfilling or pricing estimates. The site contractor must familiarize themselves with the job site conditions. Soil boring(s) on unmarked vacant property or existing structure(s) to be demolished is considered preliminary with further borings) to be performed after proposed building pad is staked out. Report recommendations are based primarily on data from test borings made at the locations shown on the test boring reports. Soil variations may exist between borings and may not become evident until construction. If variations are then noted, F.E.T. must be contacted so that field conditions can be examined and recommendations revised if necessary. The Geotechnical report Istates our understanding as to the location, dimensions, and structural features proposed of the site. Any significant changes in the nature, design, or location of the site improvements must be communicated to F.E.T. so that the Geotechnical analysis, conclusions, and recommendations can be appropriately adjusted. Constriction Observations Construction observation and testing is an important element of Geotechnical services. The Geotechnical Engineer's Field Representative (Field Rep.) is the "owner's representative observing the work of the contractor, perforating tests, and reporting data from such tests and observations. The Geotechnical Engineer's Field Representative does not direct the contractor's construction means, methods, operations, or personnel. The Field Rep. does not interfere with the relationship between the owner and the contractor, and except as an observer, does not become a substitute ownerr on site. The Field Rep. is only collecting data for our Engineer to review. The Field Rep, is responsible for Ins/her safety only, but has no responsibility for the safety of other pommel and/or the general public at the site. If the Field,Rep. does not feel that the site is offering a safe environment for him/her, the Field Rep. will stop his/her observation/ testing until he/she deems the site -is safe. The Field Rep. is an important member of a team whose responsibility is to observe the test and work being done and report to the client whether that work is being carried out in general conformance with the plans and specifications. Limitations of Report Federal Engineering & Testing, Inc, shall have no liability, in contract, tort or otherwise, for any inaccuracy, defect, or omission in interpreting this report and shall not in any event have any liability for lost profits or any other indirect, special, incidental, consequential, exemplary or punitive damages. In the event of future conflict between owners and contractors the following applies: F.E.T.(s) legal and/or company representation and preparation for representation fees will be billed on an hourly rate, i.e. deposition, expert witness, etc. F.E.T. has no obligation to amend its conclusions or recommendations after the date of this report. Any alterations or changes in the location of the project should be brought L to our attention at the earliest convenience for review and applicability of this report. ederal L TESTING INC. Dano Beach. FL 33069 Geotechnical Services Soil / Aggregate Tests Soil Borings Density Compaction Tests Grain Size Analysis Moisture Contents Soil Classifications Limerock Bearing Ratios Florida .Bearing Values Specific Gravity Carbonate Analysis Ilydraulic Conductivity Organic Contents L.A. Abrasion Concrete Tests Concrete Cylinder Tests Slump Tests Windsor Probe Testing Swiss Hammer Testing Core Testing Air Content Field Inspection Services Fill & Quality Control Inspections Dcmucking Inspections Building Inspections Pile Driving Inspections Pile Load Tests Steel Inspection Threshold Inspection Bolt Inspection Weld Inspection Vibration Monitoring Asphalt Services Backscatter Density "Pests Extractions:& Gradations Marshall Limits Bulk Specific Gravity Cores for Thickness Determination Asphalt Pavement Monitoring Geotechnical Engineering Foundation Engineering Foundation Design & Recommendation Phone 954-784^2941 800-848-1919 Fax 954-78477875 FDOT Inspections QC Management Earthwork Inspections QC Concrete Inspections QC Asphalt Inspections Environmental Services Phase I Site Assessments Site Inspections Research of Property. Records Phase II Site Assessments Phase i Follow up on Possible Contaminated Sites Installation of Monitoring Wells Soil Borings Soil and Ground Water Analysis Lead Base Paint Surveys Report and Analysis Air Monitoring Roof Testing. Services TAS 105 Field Fastener Withdrawal Test TAS 106 Tile Uplift Test TAS 124 Bell Chamber /Bonded Pull Test TAS 126 Moisture Survey Windload Calculations Drainage Calculations Lightweight Concrete Installation RoofAssessment / Evaluation, Cap Sheet / Hot Mop Installation Fastener Spacing Inspection Tile / Shingle /Standing Scam Inspection Base Sheet Installation Inspection cl�u-aftty ura Since b.4.),9&J For more information on our services, please call us at 954-784-2941 or you can check our website at: www.fed-eng.com ''�,MLAM (WD MIN 0 Construction Materiat American Concrete Miami Dade Florida Department Engineering Council Institute County of Transportation MIAMID DE ADAM[ -DARE COUNTY PRODUCT CONTROL SECTION DEPARTMENT OF REGULATORY AND .ECONOMIC RESOURCES (RER) 11805 SN 26 SU=% Room 208 BOARD AND CODE ADMINWRATION DIVISION T(780315-2590 F(786)315.2599 NOTICE OF ACCEPTANCE (NOA) Nvvw.mlomidade.�ovleconomv T. M. Windows LLC 601 NW 12th Avenue Pompano Beach, FL 33064 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. DESCRPTION•Serer "747. �P" Aluminum, Single Hulg Window - L.MI. APPROVAL DOCUMENT: Drawing No. W07-25, titled "Series 747 HP Alum. Single Hung Wdw. (L.M.L)", sheets 1 through 5 of 5, dated 03/30/07, with revision C dated 01/11/12, prepared by Al-Farooq Corporation, signed and sealed by Javad Ahmad, 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: Targe and Small Missile Impact Resistant LABELING: Each unit shall bear a permanent Iabel with the manufacturer's name or logo, city, state, model/serics, and following statement: "Miami -Dade County Product Control Approved", 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 been 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# 12-0213.06 and consists of this page 1 and evidence pages E -i and E-2, as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez, P.E. T.M. Wind4nvs LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No W07-25, titled "Series 747 HP Alum. Single Hung Wdw. (L.M.I.)' sheets 1 through 5 of 5, dated 03/30/07, with revision C dated 01/11/12, prepared by Al Farooq Corporation, signed and sealed by Javad Ahmad, P.E. (Submitted under previous NOA# 12-0213.06) B. TESTS 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 24113.2.1, TAS 202-94 along with marked -up drawings and installation diagram of a series 747 aluminum single hung window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-4974, dated 01/02/07, signed and sealed by Michael Wenzel, P.E. (Submitted under previous NOA# 07-0612.06) 2. Test reports on: 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Large Missile Impact Test per FBC, TAS 201-94 3) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of a series 747 aluminum single hung window, prepared by Fenestration Testing Laboratory, Inc., Test Report No. FTL-5143, dated 03/06/07, signed and sealed by Michael Wenzel, P.E. (Submitted under previous NOA# 07-061206) C. CALCULATIONS 1. Anchor verification calculations and structural analysis, complying with FBC-2007, dated 01/26/10 and updated to the FBC-2010 on 01/05/12, prepared by Al-Farooq Corporation, signed and sealed by Javad Ahmad, P.E. (Submitted under previous NOA# 12-0213.06) 2. Glazing complies with ASTM E1300-04 D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) Ila ,aaj. Manuel Perez, .E. Product Control Zoditner NOA No. 13-0122.03 Expiration Date: March 06, 2018 Approval Date: March 28, 2013 E-1 LM. Windows LLC NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS I. Notice of Acceptance No. 11-0624.02 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont SentryGIas(D Interlayer" dated 08/25/11, expiring on 01/14/17. 2. Notice of Acceptance No. 11-1102.11 issued to Solutia, Inc. for their "Saflex Clear and Color Glass Interlayers" dated 06/14/12, expiring on 05/21/16. 3. Notice of Acceptance No. 10-0331.02 issued to Cytee Industries, Inc, for their "Uvekol S Laminate Glass Interlayer", dated 05/05/10, expiring on 02/08/14. 4. Notice of Acceptance No. 11-1102.09 issued to Solutia, Inc. for their "Saflex CP - Saflex and Saflex HP Composites Glass Interlayers with PET Core" dated 06114/12, expiring on 12/11/13. F. STATEMENTS 1. Statement letter of conformance, complying with FBC-2010, and of no financial interest, dated March 20, 2013, signed and sealed by Javad Ahmad, P.E. 2. Laboratory compliance letter for Test Report no. FTI -4974, issued by Fenesi ration Testing Laboratory, Inc., dated March 07, 2007, signed and sealed by Michael Wenzel, P.E. (Submitted underpreviousNOA# 07-0612.06) 3. Laboratory compliance letter for Test Report no. FTL-5143, issued by Fenestration Testing Laboratory, Inc., dated March 22, 2007, signed and sealed by Michael Wenzel, P.E. (Submitted under previous NOA# 07-0612.06) G. OTHER 1. Notice of Acceptance No. 12-0213.06, issued to T.M. Windows LLC for their "Series `747 High Performance' Aluminum Single Hung Window - L.M.I.", approved on 04/06/12 and expiring on 03/06/13. t Manuel Perez,^' .E. Product Control Erica nor NOA No. 13- 22.03 Expiration Date: March 06, 2018 Approval Date: March 28, 2013 E-2 THL"SE WUM ARE RATED FOR LARGEMIS!RLE "PACT. SHUIUORS ARE � RSD. OEM 747 HIGH PBMRAfM AIT31iIN M SINGLE HUNG 'WINXIOW DEIGN LOAD RATINGS FOR THESE WINDOt4S TO BE AS PER CHARTS SHOWN ON SHEET 2. a xoDucr uompiftwithfMF eft cDbs 83 Me" w» urti. L71 50 I/4" vENr vnoTtt TYPICAL ELEVATION UNEQUAL UTES S i/2' tdAA. tCM SBI LOMAM GLASS < v LARGB BimsmIwk"A T � S Zoe I 1 WR TIS' 48 1/4" O.L OPB. W. ffift 21" WX A snt g 4 Hyl � t 8 ii C i' ri 47 7/8' w» urti. L71 50 I/4" vENr vnoTtt TYPICAL ELEVATION UNEQUAL UTES S i/2' tdAA. tCM SBI LOMAM GLASS < v LARGB BimsmIwk"A T � S Zoe I 1 3/16• NE S1RENro GLASS zff-t/8' ADD- INTSRLAm iL� SAFLEX 610 BY SOWTOt 80A 3/16. MW SIREWO CLASS WAMII Dw t f eDXtI gaol ou 2" 60.0 wA 11OA 13W � � TREND S+ECTRO 2 I 11� 7/16° GWERALL IATd. am T -3/t6' ANN. GLASS 120' MUMMER iPiEM-LO RESM BY 'CYTEO BIDUSTRhs BIC.' 3/18' ANN. MASS SUMONE GE 7M TREMCO SPECTRUM 2 1/a" OMALL LAM GLASS TYPE Ic 3/16' RM STWO CLASS vntCM we Smmm 3/I8' NEAT SOSEN'D GLASS � TRE18iX! IB+EtsrRUM a RM STRM CLASS zff-t/8' W MUM iL� -�11WEit0i.-Ido RM 80A BY 'CYTEC MMMS BSO: WAMII Dw 3/16' RM SiM D GLASS eDXtI gaol ou 2" 60.0 wA 11OA 13W 18 - t/6' 24- 30' 38' 42- 98' w SWCOME Sul 0" a" 60.0 00.0 13" 640 0060 BOA 60.0 80.0 t30A tGE 7M iTREMOOO SPECMIM 2 37' BOA OOs Bos Eno 9" 130.0 I/2- GVEWU L IL. (BASS TYPE IH' •3/16' AMI. GLASS 31, um . 3/16' ANN. GLASS salcom63-t GE "GO, SPECTRUM 2 9 a1 7/10, Ovmvu IAM, GLASS ,s• -3/16- NEAT awro GLASS zff-t/8' 70-3/a• co iL� WMGW DWS. 80A ft* 00.0 130A mm l �o q d L3 R ou 2" 60.0 wA 11OA 13W owOMO no BOA BOA ou 24- 30' 38' 42- 98' w ( Sul 0" a" 60.0 00.0 13" 640 0060 BOA 60.0 80.0 t30A "A 90A 640 fo no 13M BOA Bao eabo WA BOA 13O-0 BOA OOs Bos Eno 9" 130.0 BB A BOA no ma smt/B.a 2i' 30' 38- 44- 48' �, (� OOA OU I a" no 640 13" BBA 0BA WA BDA OO.O 13U 00.0 1 BOA I 80A sm 040 tMA BOAFiame00.0 BOA no tm o"00.0 a" BOA OD.o 1238!K 04080.0 00.0 80.0 on low 24- 30` 38 4a' 48' a) OOA I 0t1A I BBA 6" 040 I IMA 9" 00.0 80-0 80s 0n0 130A 80.0 9n0 W.0 MA 9" 130A 90AI =0 BOA BOA BOA MA BOA 1 640 86A I BOA "A Mo \ � 94TERLAM SKNFRMLAS BY OUPONT 3/16' I AT SYN" (BASS We= -or IM 11000 SPECTRUM 2 iSA2. OVa:U IAM. GLASS 7/18' OVERALL tm GLASS TYPE •D• �.�� GLAZING OPTION �I�iaWllilOOOos mWiv r. I� (amu M" womons DBBIGN tM WAOIRY - Pal$ iL� WMGW DWS. GIMS TYPES 'A' a 'B' GIM TYM 'C' a '8' TTPB 'P' mm IRBIB 0D f INT - i INT - o f i INf - io-t 6' 2B -i/2' 3r WI 8�, (4) BBA 00.0 BDA 60.0 BBA 13" N.o 90.0 ffio am BBA BOA Bao BBA BOA Bao I= IMO Bao BOA BOA eBo BOA ItOs 70-1 WIN 3Y 63-1 « M 80.0 BOA SU BDA I3M " 00.0 0" SW MA 13" (� 0" fto 640 00A BOA t30A 00,0 ffiA 80.0 BOA 00A I13J to-t/B` 28-1/2' 37' 83-1/6' (� 00.o BDA 00A aA BOA is" pA o0.0 mo a" ou 130.0 QBA o0A BOA a" G" 130.0 80.0 BQ.O - - 80.0 11 %-1/8' ae-I/2' 3Y 63-1/9' . 80.0 ow 00.0 aA BOA 13&0 BOA BOA NA BOA BOA t30A (6) 840 a" - - ou 130A BBA G" 80.0 I88A 2i- 3Y 36- a2' Oat' Ba° (� BBA OU GAA 6" 0" 13U B4o o0A 80.0 60A 00.0 Inc 9" BOA a" sm ou I= BOA oBA BOA Bao OU IM BBA BOA = BDA OA I3U 00.0 9" 90.0 BOA ou It" u 30- 30' 42' 48' 66' or ( BOA 00.0 a*A a" SO.O W0.0 8DA 0" MO 8OA SOA 13" 60.0 00.0 BBA 89.0 OOA 13U BOA 0" MO BOA BOA 13BA MO 40.0 MA 840 OU MO 6nl 00.0 - - 80.1 108.7 Oa' 30- 38• aY 8► 6) MLO SOA ODA BOA HOA 130.0 80.0 840 a" 80.0 BOA 13" 9" ODA a" 80.0 BOA 1340 OU SOA - BBA 130.0 a" eoA �o ,20.8 668 00A Bib m 83-I/8' - - - Bn0 80.0 1340 1= 03-1/a - •• - •• 2" 13U �a 1j 63-i/8' a� .• .• - - Ono 12" 80.1 1249 122-0 �I�iaWllilOOOos iL� m . .. .- h it t)raBdrlg t1A. W07-25 SEE SEE TYPI>;AL ANCILOORS:--sm mm FOR vmm WOOD BtCics AND METAL STRXI'URE NOT BY TM WINDOWS ,1/4" , aazwa v tEC -IFF-177 xs. Fy-im ) MUST SUSTAIN LOAM IMPOSED BY GLAZMO SYSTEM PTO 28Q D"BUCKS OR'WOOD STRUCTURES AND 7T01NSFER THEM TO THE BUS DINO STRUCTURE. 1-3/8" MIN. PENETRATION INTO WOOD 1 SY BUCK INTO CONG. OR MASONRY 1 -114 --UK. EMBED -KM CONC. QK MASONRY DIRECTLY INTO CONC. OR MASONRY 1-1/4" MM. EMBED INTO CONC. OR MASONRY 014 _-etc 46[ gag ORILLIND SCREWS (01411E 2 Ca) INTO METAL STRUCTURES STEEL : 12 Gk MIN. (Fy m 38 KSI MMI.) ALUMINUM : 1/8" THK. MM. (6083-T5 MIN.) (STEEL IN CONTACT WITH ALUMINUM TO BE PIATED OR PAINTED) (GWM 2 M) INTO NOMI -MADE (AUNTY APPROVED MILLIONS (MM. TW (NO %W SPACE) Y4PM ma �iSTA11f2• INTO CONCRETE AND MASONRY ®2" MM. INTO WOOD STRICTURE m 1" MIN. KM METAL STRUCTURE d 3/4" MIN. CONCRETE AT HEAD. SILL OR .JAMBS Po m 3000 PIS UK C-80 HMLI AILLM SLOCK AT J M= Pm - 2000 PSI MSV. O rm PAS # I QTY. DmIilm xt MATBRMAL MANR4BOPPMNO1RBMA1s t 79-131A 7 FRAME HEAD 808] -TB - 2 OVY-37731 i FRAME SIL 6087-T8 - 3 TM -130 2 FRAME AAW 8083-T6 - 4 IM -1377 1 MRUM RAIL 8087-76 - 8 7M-140 1 VENT TOP RAIL 8087-T8 - 8 8Y1-377311 1 we BOTffl}d 1A. 6*63-76 - 7 OVI-31134 2 you JA88 mu 6887-78 - 8 OW -31470 2 VENT STS 6087-75 - 0 TM -1418 4/VENT {MAIM BEAD 8087-T8 - 10 W47371 (2) STRIP RM BFJV. H 80TTBM RIW.JFRAME SML 11 W4mt (1) STRIP FIN SEAL W AMERBTAP - VENT TOP/M7O,RA8. 12 1031226 (2) STRIP FON WAL WVMfERfiW VENT Jam sum 14 POW 2 i 3/8'4t7/8'kt/2' FOWAL PAS) - FRAME al CORNM 18 TM -116A 2/VENT Si+ a LOAOEO £0 85 L= 5083 -TB IV= BOIL Wa. r mm 1, 18 4/VW VENT OWE NYLON VO4T W. COMO= 17 2/VEN7 CAIAML SP31Y4. WAAttt'.Es - AT FRAW MW 18 YRS -&402 21OW si8A= CMIER VWL FRAME 1S)AO/JAMBS 19 N8B 2/AW CAL014ELL 6AIAMM CW VENT MT. CORNERS 20 2 012 x 3/4' PJL M STEEL (1) AT EACH OUNCE 21 2/ CONDOR 012 x i' PJL SIO STEEL FRAME omm to Mm pa Oman 22 - 2/ CORNER Ito x 1' PJL SUB SEEM. VENT COt8tFA8 24 - 4 ®8 x 3/8' FJL 810. SUM AT FA. PLASM Ot13fE 28 2 1/2' x t' X 1/e° RSidF 8083-78 MTB. RAO. 28 - 1 1 x 1 x IN RE40'. TUBE 6083 -TB AT VENT TOP RAI. 27 1 1-3/8 X 1/18' ROW. BAR 6063-78 AT ma Top m 1IIf: II1, W07-25 qi3.042 .082 1.437 I .937 1.� jbaal;n< VENT TOP RAL 1) VENT BOTTOM rAL J FRAME JAMB .923 .802 .040 .388 MAZ= BEAD t.198 1.374 svm at RAL .938 .W2 .J -T Q VENT STOP .500 .928 28 MTO. RAO. RONFORM roP RAL amwomm T-4 1.1133 .00 ®u T 21 (D FRAME Su. drowing na X107-25 M ILAM MADE MIAMI-DADE COUNTY • PRODUCT CONTROL SECTION DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY 11805 SW 26 Street, Room 208 AFFAIRS (PERA) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) mLamIdade gov/gero/ T. M. Windows, LLC. 601 N.W. 12* Ave. Pompano Beach, FL 33069 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 PERA -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. PERA 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. DESCRIPT omseries-249 Aluminum Outswing Doom w/wo Sidelites-L.NLL APPROVAL DOCUMENT: Drawing No. W11.03 Rev B, titled "Series- 249 Alum Out -swing Door w/ Sidelites (L.M.I.)", sheets 1 through 16 of 16, prepared by AL-Farooq Corporation, dated 02/10/11 and last revised on APR 18, 2012, signed and sealed by Javad Ahmad, P.E., bearing the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant Limitation - 1 . imitation:1. See sheet 5 for single or double Door Design Pressure (DP) rating Vs glass type and/ or threshold type (Exterior (+) water limit) 2. See sheet 6 for Stationary unit or doors w/ sidelite DP rating Vs glass type and/ or threshold type. Lower DP rating of Doors or Sidelites shall control when combined together. 3. See sheet 4 for Single Door w/ SHW design pressure rating Vs glass type and/ or threshold type, limited to single door application only. . LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state and series and following statement: "Miamipade County Product Control Approved", 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 been 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 revises NOA # 11-0218.05 and consists of this page 1 and evidence pages E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Ishaq I. Chanda, P.E. APPROVE No 08.14 Expiration Date: April 21, 20 Approval Date: May 03, 2012 Page 1 T.1VL Windows. LLC. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections (transferred from file # 11-0218.05) 2, Drawing No. W11-03 Rev B, titled "Series- 249 Alum Out -swing Door w/ Sidelites (L.M.I.)", sheets 1 through 16 of 16, prepared by AL-Farooq Corporation, dated 02/10/11 and last revised on APR 18, 2012, signed and sealed by Javad Ahmad, P.E. Note: This revision consists of FBC 2010 notes only. B. TESTS (transferred from file # 11-0218.05) 1. Test reports on: 1) Air Infiltration Test, per FBC, TAS 202-94 2) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 3) Water Resistance Test, per FBC, TAS 202-94 4) Large Missile Impact Test per FBC, TAS 201-94 5) Cyclic Wind Pressure Loading per FBC, TAS 203-94 6) Forced Entry Test, per FBC 24113.2.1, TAS 202-94 along with marked -up drawings and installation diagram of aluminum outswing doors w/ wo Sidelites (samples A-1 thru F-1), prepared by Fenestration Testing lab, Inc., Test Report No. FTL-6168, dated 12/14/2010, witnessed by Jorge A. Causo, P. E. and signed and sealed by reviewing engineer Marlin D. Brinson, P. E. Note: This test report has an addendum letter dated March 28, 2011, issued by Fenestration Testing lab, Inc., signed and sealed by reviewing engineer Marlin D. Brinson, P. E. C. CALCULATIONS 1. Anchor verification calculations and structural.analysis, complying with FBC-2007, prepared by Al Farooq Corporation, dated 02/17/11 and last revised on 04/01/11, signed and sealed by Javad Ahmad, P.E. (submitted under file # 11-0218.05) 2. Glazing complies w/ ASTME-1300-02 & -04. D. QUALITY ASSURANCE 1, Miami Dade. Department of Permitting, Environment, and Regulatory Affairs (PERA). E. MATERIAL CERTIFICATIONS 1. Notice of Acceptance No. 11-0624.02 issued to E.I. DuPont DeNemours & Co., Inc. for their "DuPont Sentry Glass interlayer ®", expiring on 01/14/17. 2. Notice of Acceptance No. 11-0325.05 issued to Solutia Inc. for their "Saflex Clear or colored interlayer", expiring on 05/21/16. F. STATEMENTS 1. Statement letter of conformance FBC 2010 and letter of no financial interest, prepared by Al-Farooq Corporation, 01/19/12, signed and sealed by Javad Ahmad, P.E. 2. Statement letter of conformance FBC 2007 and letter of no financial interest, prepared by Al-Farooq Corporation, 02/17/11, signed and sealed by Javad Ahmad; P.E. (submitted under file # ii -0218A5') 3. Lab compliance as part of the above referenced test report. G. OTHER 1. This NOA revises NOA # 11-0218.05, expiring on April 21, 2016. 2. Test proposal # 10-0017, dated 01 /06/10 and e-mail test revision dated Oct 06, 2010 approved by BCCO. Ishaq I, Chanda, P.E. Product Control Examiner NOA No 12-0208.14 Expiration Date: April 21, 2016 Approval Date: May 03, 2012 E-1 GLASS O.LO, DIMS. D.L.O. HEIGHT (DOOR & SNDELITE) - FRAME HEK04T — 14.878' D.L.O.WIDTH X DOORS & 0 PANELS) - FRAME WIDTH — 11.1 D.L.O. WIDTH XX DOORS) - (FRAME WIDTH — 207/2 TT HFAO/SILL ANCHORS AT STILE ENDS '9) AT 3° CLC APPROVAL APPLIES TO SINGLE (X) AND DOUBLE (XX) LEAF DOORS WITH OR WITHOUT SIDELTTES, SIDEUTES GAN 13E ON ONE OR BOTH SIDES OF DOOR. SEE SHEET 8 FOR DESIGN LOAD CAPACITIES. THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE REQUIREMENTS OF THE FLORIDA BUILDING CODE INCLUDING HIGH VELOCITY HUW4CANE ZONE (H*a), 113Y OR 28Y WOOD BUCKII BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANSFER LOADS TO THE STRUCTURE. AN04M SHALL BE AS LISTED. SPACED AS SHOWN ON DETAILS. ANCHORS EMBEDMENT TO BASE MATERIAL SNAL1. BE BEYOND WALL DRESSING OR STUCCO. ANCHOMNG OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS ARE NOT PART OF THIS APPROVAL A LOAD DURATION INCREASE S USED IN DESIGN OF ANCHORS INTO WOOD ONLY. MATERIALS W ,T14AT COME INTO NOACTWBOD1LARM SHALELWMEET THE REQUIREMENTS OF THE FLORIDA tom. COIF SECTION 2003.8.4. TIN MR jW FRAM WOTH 3- 1 5, MAX. MEAD/S1LL /{ — D.1 OPG. _ 1 of 36 S/8' 1/ LEAF WIDTH 3B g/g• / E iilf i \ I \LOCK OPRONS I \SEE SWET 9 1 _ AODYE INACFIYE am /SIDELM ARE RATED FOR LARGE AND SMALL MISSILE IMPACT. SHUTTERS ARE NOT REQUIRED. 4" drawing no. W11 -Q3 D.1 OPG. D.L. On. 36 S/8' LEAF WIDTH 3B g/g• /SIDELM ARE RATED FOR LARGE AND SMALL MISSILE IMPACT. SHUTTERS ARE NOT REQUIRED. 4" drawing no. W11 -Q3 HEAD/. ANG} ANCHORS AT WAUON AT 4', Y @ 10' FROM ENO OF FRAME WDTN AT SOLE ENDSFRAME (8) AT S° O.C. AT OMK40 SOOLTFS T1'P. AT HFAD/sIEL P $ at 7/s' 1 1/4' MAX eo• Mmat 1 1/4' mom /e' C � sea= FRAME WITH XX DOOR FRAME vn i FRAME WIDTH 8' MAX. HEAb 3' FW 18' MAX. HEAD SURFACE APpUED FALSE MLNJTINS ' CORNERS F A - _ - MAY BE t18Eb I� _Sm miays J 1 11 it p M WCUT 5, iLi �za G mcmrE - - �. D.L. OPO. 30' D.L. OM 28 7/8' L OPO. yp• Oa• Ff 38 1/8' 38 s/8° LEAF m 5/8' 38 1/8' �riRM81r1� WIDTH LEAF LEAF Wm TYPICAL ELEVATION ( OXX 0 1 d WITH PANEL SMELTTES S c m IIDELITE OPTION d 4 Wi 1-03 .:,.APR�i` ; Ia` BtreeT �r,s - WEAD/S81 ANWORS AT SME ENDS ANCH N4. Y e 10" FROM END OF Ar�� (8) AT 3" Q.C. FRAME AT DDDR AND SMWES TVP, AT NEAD/SU. NI 48 8/}8° FRAME tVDTH • M 8" MAXI HFAD 3" T$" MAX.CORC4<R5 /S . R E H SURFACE APPLIED FALSE MlN4T,MIS i9R6 K p,----- -- - - MAY BE USED �r rlN LOCK OPTIONS II II 8¢ \\SEE SHEETS 1 i }jI1�I 1/ jj iv 1 II II L INACTIVE ACME �� i 41 Dl D1DA. OPQ. 48 3/8" SWUM tVlDTFI 38 8/8' LFAF VAD'TFI 8A• IS LEAF Wm TYPICAL E, NATION ( OIOTO }� TTITH DIRECT SSPffiDEL.ITSB o a m SI ELITE OPTION t17GMt111� 110. 1 4t 7/8` 31• AtdE WIDTH WINDOW WIDTFI 28• 8' MAX ,8` MAX. D.L OPQ. (FDIED HEAD/SILL HEAD CORNM t4 10 1/2• Mux s° Aux HEAo rtFJm/�u pd �' — — CORNERS8 paJ F, 20/e• taAx. SILL m 0, 20 5/8" ip i'S tm a D.L OPG. 28 7/8• t g t VENT WIDTH Iy Z -0 f° —gym 0 NOTE: g SINGLE HUNG WINDOW IS INTEGRAL PART OF THE SINGLE DOOR. $ se s/e• Dp �F WIDTH m ± 0 PSF • EXT.(+) Op WITH HIGH THRESHOLD, LIMITED TO +58 PSF WITH STD. THRESHOLD TYPICAL ELEVATION - Y ( x ) R DESIGN WAD CAPACrtY SEE SHEETS LtL d SINGLE IME DOOR WITH SINGLE HUNG WDW T LMU <m S.H. WINDOW INSERT OPTION ^ o ' VAD AHS FIA A'# . ;. A?SOA y an,�s Ro. W1 i —03 ,1 1 i 1 I ,a ; I 1 / I / 1 1 / to OL �. B1NOI.E im (l1) DOORS SITRODT 81omm DESIGN TAAD CAPACITY - IN MM WIDTH Rom FRAME NEIOHi' Mom GLASS TYM GIM TTPEB A' OE 'Al' 'B' OR 'Bl' 42 1 109 80A 1 80.0 1100.0 1141.0 EXT(t) LOADS SHOWN ASOVE ARE 19TH IM THRESHOLD FOR STD. THRESHOLD LIMIT EXT.(+) LOADS TO SILO PW OPTION iOt STANDARD STEEL THROW BOLT LOCK, KEY OPERATED ON EXTERIOR AND THUMB TUM ON INTERIOR AT EACH ACTIVE LEW LOCK STILE, 48" FROM BOTTOM CONVENTIONAL LOOW WITH KNOB, KEY OPERATED ON EXTERIOR AND THUMB TURN ON INTERIOR AT EACH ACTIVE LEAF LOCK STILE, 39-1/2" FROM BOTTOM MANUALLY OPERATED CONCEALED FLUSH BOLTS AT TOP & BOTTOM OF EACH LEAF LOCK STILE (4) AT OOUBLE(XX) DOORS. (2) AT SINIILE(X) DOORS OPTION 82 MULTI -POINT LOCK SYSTEM WITH LEVER HANDLE LOCATED AT 40-1/2" FROM BOTTOM OF ACTIVE LEAF LOCK STILE FASTENED WITH (2) 812-28 X 2-1/4" OH MS METALLIC STRn PLATE AT 40" FROM BOTTOM OF INACTIVE LEAF LOCK STILE FASTENED WITH (3) 810 X 1/2" FN SMS MANUALLY OPERATED CONCEALED FLUSH BOLTS AT TOP & BOTTOM OF INACILVE LEAF' LOCK STILE OPERATORS AT 10-1/2- & 78-1/2" FROM BOTTOM FAW04M WITH (2) 32 X 1/2" FH MS (AISH OXIS AT TOP & 00110M OF IMM AND MOM umm mm POWN OF FRI�ANE IYAR ") LENS Douro LEAF (Im DIoEs RMOOT DEMON LOAD CAPACITY - Ptd FRAME WIDTHFRAME stem OIAss TYPES HOlX11' INCHES - / wtoo 1 110.0 1 80.0 42 toll 88A SOA OfASS TYPE 'F' 0 S.H. 1105 wa' ACT. Douro LEAF (Im DIoEs RMOOT DEMON LOAD CAPACITY - Ptd FRAME WIDTHFRAME stem OIAss TYPES HOlX11' INCHES - / wtoo 1 110.0 1 80.0 (SID. THRESHOLD LIMIT (+) LOADS TO SOLOAM SHM AWE ARE WITH HIGH LA � FOR OPTION JII 7-5 /8° LGNG ALUM Burr HINGES. AT 12" FROM EACH END MD OPS AT MIDSPAN OF LEAF. OPTION t2 AND AT ALUM PIVOT HINGES, AT 12" FROM EACH END FASTENED TO FRAME YATIL((22)) 1/4-20 X 1-1/2""MS FASTENED TO PANEL WITH (2) S/iB-16 X 1-1/2 MS SEALANTS. FRAME CORNERS AND OWING SM TO PANEL SEALED WITH WHITE COLORED SEALANT. SEAMS BETWEEN MULLION AND JAMBS SEALED WITH SILICONE. FRAME AOTIVE SINGLE LEAF (X) DOoss WIR SJL iNBBRr DEMON LOAD CAPACITY - PSF FRAME WOW OEM FRAME HDOHT INCHES MASS TYM 0 DOOR 'A', AI'. 'B' OR'Bl' 42 toll 88A SOA OfASS TYPE 'F' 0 S.H. 1105 FOt(S)D. TFRtESF.01.D LORI AS EXT(+) (AADS TO MO PWITH HVA SF NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300-04 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05—DEC-219 4. al m U � droving no. W11-03 STA4[ONARY PANEL (0) OR DOORS W M SIDWI64 DESIGN LOAD CAPACITY - PSF FRAME HECHT DOOR VIDTH pAm/gpFcr SET SIDELITE WIDTH GLM Tym `A'+ 'Al, `S' OR '81' WCHES OWGIES O4CHE8 81 417/8 48 80.0 69.7 as 480 � ) ae 80.0 89.7 81 417/0 so 48 80.0 60.7 97 a/ 7/8 (X) so (XK) 42 80079.8 103 4 80 ( 42 80.0 78.8 1O9 41 7 41 7/8 am 80.0 EXT.(+) LOADS 94OWN ABOVE ARE WITH HISH THRESHOLD FOR STD. THRESHOLD LOOT EM.(+) LOADS TO 98.0 PSF NOTE: FOR DOORS CAPACITIES SEE SHEET S. FOR SIDELITE CAPACITIES SEE CHART ABOVE. LOWER VALUES FROM DOOR OR SIDELITE CHART WILL APPLY TO ENTIRE SYSTEM. NOTE: GLASS CAPACITIES ON THIS SHEET ARE BASED ON ASTM E1300-04 (3 SEC. GUSTS) AND FLORIDA BUILDING COMMISSION DECLARATORY STATEMENT DCA05-DEC-219 SIR I (O"X swum W. DOOR W. S1DElIP W. lu STATIONARY ( 0 ) nnne w e.nn rce w ( OXO ) (mm) nowicroxvam ill C.&" F m ByIar Owe viN 7o58`t.>•IIB.w�4 2io crowing no. W11-03 f S1DElIP W. lu STATIONARY ( 0 ) nnne w e.nn rce w ( OXO ) (mm) nowicroxvam ill C.&" F m ByIar Owe viN 7o58`t.>•IIB.w�4 2io crowing no. W11-03 HEAT STMV GLASS ) MO LAYER LEX PY8 BY 'SdtITW' •3/18' HEAT SIREDPO CLASS M,12- FROM Dw \� 3/16' NEAT STRD D CLASS 3/18' NEAT STREN'D MASS \ 1/4' AIR SPACE 1/4' AIR SPACE ' 3/18° HEAT STRE ) CLASS 3/18' NEAT SHOM CLASS 3/18' HEAT STREN'D CLASS ,� INTEMAYER 090 INTERLAYER 000 DRERWTER SEN1MLAS BY 'D1IPONT' SAfLEX NO BY 'SOLUTW SEAITRYCLAS BY 'DUPONF 3/18" HEAT STREN'D GLASS 3/16' HEAT STREN'O CLASS 3/18' HEART SMM-D CLASS X01 00 GE SUCONE OE 1200 1 SUM OE GE 12W GE 1200 F M,12- FROM Dw \� I - AND 10-1/2' O.C. \ / EM sum G ' 2 PER UTE. AT 8' FROM DIDS 1 X 9SMI 4' WDIO HEAT STREIFO GLASS 2 PER UTE. AT 0' FROM V= GLASS. TYPE 'Al GLASS TYPE ' GLAZING OPTIONS GLASS TYPES C -AI. OR 'et' osop E) AT hl/2' FROM ENDS ` l MV.i U z OW SEMN SNACK 1/8' X 3/4' X 4' LONG ' 2 PER UTE. AT 8' FROM DIDS HEAT STREIFO GLASS a 30 XJTETOAYER NTRYGIAS BY 'OUPONY 1/8' HEAT tie 'D GLASS WE RCMOI jiii}777 �I CE 1200 00 AT hl/2' FROM ENDS ` l AM 10-1/2" O.C. U OW SEMN SNACK 1/8' X 3/4' X 4' LONG ' 2 PER UTE. AT 8' FROM DIDS 'F' a GLASS TYPE 'H1' GLASS TYPE (s.H. mom WITH siNmz ODOR mw=YION ONLY) '•' < . •; � IRM —03 �''q 1• • �; • :tee � or t s L41GH THRESHOLD A((PPR'O FOR WATER T�SrM CE LIMIT MAX. LIMIT MAY. EXT(+� LOADS LOADS o a mo Fw (=OLE �NGLE ) 19Y wow SAM � DISf. (SEE NOTE MEET 1) a; / 9 O C ALTERNAIE TYPICAL. ETME SEE BE VFOR SPA APPR'O FOR WATER REMANCE LIMIT MAX. EXT(+) LOADS TO 56.0 PSF T1rtMCAL ANMRS SEE ELEVATE FOR SPACING I 1 ALTERNATE L_ 1 WOOD 13UCKS AND METAL STRUCTURE NOT BY TM WINDOWS °T MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM AND TRANSFER THEM TO THE BUILDING STRUCTURE. g TPICAL ANCHOR& SEE ELrv, Far SPAaw ',-IteTbA.-.tCT1i!AtS1N.BY.'fLtYf' (Fu -177 Imo,Fy-t$5+tSl) ` INTO 213Y WOOD BUCKS OR WOOD STRUCTURES if 1-1 /2" MIN._ PENETRATION N INTO WOOD � THRU 1 B BUCKS Wa .tom MASONRY ;. 1= Fj Mgt 1mBw_tm_CONaf_wAvsONRy DIRECTLY INTO CONC. OR MASONRY 1-1/4- MIN. EMBED INTO CONC. OR MASONRY $a �! 1/4• DIA. SELF DRILLING (GRADE S CRS) INTO MIAMI-DADE COUNTY APPROVED MULLIONS (MIN. THK. o 1/8") Z . m INTO METAL STRUCTURES STEEL : 1/8. THK. ABN. (Fy - 36 KS1 MIN. ALUMINUM : 1/8" THK. MIK (8063-T$ MIN.) �^ (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) }' TYPICAL EDGE DISTANCE INTO CONCRETE AND MASONRY - 2" MIN. INTO WOOD STRUCTURE - 1" MIN. INTO METAL STRUCTURE - 3/4" MIN. CONCRETE AT HEAD, SIU. OR 4AM1I.4 Ya - 30M PSI AAAI. C-90 HOLLOW/FILLED B= AT JAMBS; Pm - 2000 PSI MIN. $ 6a�All+dllI+e+IM► ps J 4. OPERATING UNITS < "t o TYPICAL AN" tu:_II§cw ., L a SEE ELEVATIONS awwu —�—� FOR SPACING LOW TH IOr APPR'D FOR WATER RESWANCE i aTmaing no. W11-03 3/8' YAK z 8 r�aavcreev�a GIs g < m tt �y OPERATING UATITS drawing no. `. W11-03 APR. ;d1T Ishem a at ANCH ,EE 0 0SONSn ALTERNME V EW OW. F� VA ANC WR II�A110AI PANE SIDEUTE TI INST ON DETAILS � 7jl b' • _ a�tE�wTE OCAWN l�dA� elQi� ,e 1 S ALT._ FRAME JAMB /10x i•FiSMS 3 ,�. sluat , Fi AT 4l FRO.1 010 x 3/4" PH SMS nan te• oc wut J ,s o AT V FROM ENDS 3 ANO 24" O.C. MAX. S 11PICAL AN'im ELEM. •' SEE FOR SPACING.. a` 18 S EXTERIOR !i 2t O LEAF wom SIL 1E I LEAF Wom a Z am "Go PANEL S, MJM WVrH 11 1/4° ODOR FRAME WOO OR 99 OR 1G qqe A 8 $ 8 � d S ©1e © > ,S UNITS < m 2 2 PANEL SI ELITE ALTERNATE a \ ewFV WAX no.ENDSSEE FROMPICAL ev 7YPICN. ��drAwing TY V 1I#iE osT. - MR SPACMIAT1oN5 rum btllamw ��S't�� ' sheat t of�31 PANEL SIDEM UNIT (ST�D. PANEL SIDELITE UNIT (HIGH TIiRFSHOI.9} A.P rMM ANCHRS DIRECT SETSIDELSTE TNSTAr.T,�q. ,TION DETAI � v M"0W, fSEE 1'i�as - - Li'l P o� K 3/8' MAX.-. N 3 TIPICAI. ANCHORS -i FOR a� ri $ o W a. ldEXTERIOR 8 D.4 lfAf tNOTFI Jj 2E.. Z SH KMNE %PWTM F� O �J OMV SET 19M DOOR FRAME WWH t0 F /10 X 1' PH SMS AT 4' PROM ENDS AND 16"OX. MAX. jq � KtF1s�1Ey 1 i 01 4s L a 4m 11RICT SET SIDELITE UNITS o EDGE OW. o TYPICAL ANCHM SEE ELEVATIONS FOR SPACM drawing no. W11—Q3 DIRECT SET SIDEL_ UNITS L ' sheat t of 18 O FRAME HEAD TM -099 tJ DOOR JAMe/SIDEUTE FRAME DOOR TOP/BOTTOM RAN. TM -32984 ,i s:I::+ WEATHER -STI ADAPTER 19 DOOR BOTTOM RAO. TM -29238 r.002 rT .928 1.790 {I 4,90 IL.093 ACTIVE LEAF LOCK STU GIN 37M -A O8 OUTER 191M PIN 3.001 a* 11 IX Ls o J 1 3.800 0 7989 L o g o 2.IW \oJ PMor HiNar 1.�0 4.000 2.084 - 4.000 osz , L� '02 MID RAIL CORNER CHANNEL _ 300 080 oea 01.030 .332 8 1. 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FADVOROING ALUMINUM - 1&1 DOOR STILE RMWORCING ALnmm - 1E droning no. W11-03 a1e�1 ibis ER - 0124 Used for Florida State Wide Product Approval # FL13872 Products on this Reuort which are ai)Rroved: Product FL# CMST12 13872.1 CMST14 13872.1 CMSTC16 13872.1 CS14 13872.1 CS16 13872.1 CS18 13872.1 CS20 13872.1 CS22 13872.1 DSP 13872.19 DTC 13872.2 FHAl2 13872.2 FHA18 13872.2 FHA24 13872.2 FHA30 13872.2 FHA6 13872.2 FHA9 13872.2 HRS12 13872.2 HRS6 13872.2 HRS8 13872.2 HTS16 13872.3 HTS20 13872.3 HTS24 13872.3 HTS28 13872.3 HTS30 13872.3 HTS30C 13872.3 HTT4 13872.16 HTTS 13872.16 LSTA12 13872.5 Product FL# LSTA15 13872.5 LSTA18 13872.5 LSTA21 13872.5 LSTA24 13872.5 LSTA30 13872.4 LSTA36 13872.4 LSTA9 13872.5 LSTI49 13872.4 LSTI73 13872.4 LTPS 13872.6 LTS12 13872.7 LTS16 13872.7 LTS18 13872.7 LTS20 13872.7 MSTA12 13872.4 MSTA15 13872.4 MSTA18 13872.4 MSTA21 13872.4 MSTA24 13872.4 MSTA30 13872.8 MSTA36 13872.8 MSTA9 13872.4 MSTC28 13872.8 MSTC40 13872.8 MSTC52 13872.8 MSTC66 13872.9 MSTC78 13872.9 MSTI26 13872.2 Product FL# MSTI36 13872.2 MSTI48 13872.2 MST160 13872.2 MSTI72 13872.2 MTS12 13872.1 MTS16 13872.1 MTS18 13872.1 MTS20 13872.1 MTS24C 13872.1 MTS30 13872.1 MTS30C 13872.1 S/B 13872.11 S/BA 13872.11 S/H 1 A 13872.12 S/HD10B 13872.14 S/HD10S 13872.13 S/HD10S 13872.14 S/HD15B 13872.14 S/HD15S 13872.13 S/HD15S 13872.14 S/HDBB 13872.14 S/HD8S 13872.13 S/HD8S 13872.14 S/HDU 11 13872.15 S/HDU4 13872.15 S/HDU6 13872.15 S/HDU9 13872.15 S/HJCT 13872.11 U Product FL# S/HTT14 13872.16 S/JCT 13872.11 S/LBV 13872.11 S/LTT20 13872.16 S/MST27 13872.2 S/MST37 13872.2 S/MST48 13872.2 S/MST60 13872.17 S/MST72 13872.17 SP4 13872.18 SP6 13872.18 SSP 13872.19 ST12 13872.8 ST18 13872.8 ST2115 13872.5 ST2122 13872.5 ST22 13872.8 ST2215 13872.5 ST292 13872.5 ST6215 13872.8 ST6224 13872.8 ST6236 13872.9 ST9 13872.8 STC 13872.2 TBD22 13872.21 TJC37 13872.22 TSP 13872.19 SIMPSON STRONG -TIE COMPANY, INC. DIVISION: 05—METALS Section: 0509"etal Fastenings REPORT HOLDER: SIMPSON STRONG TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 925-5099 www.strongtie.com EVALUATION SUBJECT: SIMPSON STRONG -TIE CONNECTORS FOR COLD -FORMED STEEL CONSTRUCTION 1.0 EVALUATION SCOPE 1.1 Compliance with the following codes: • 20091ntemat/onal Building Codee (IBC) • 20091ntemationa/ Residential Code® (IRC) • 2006 International Building Code® (IBC) • 2006 International Residential Code`s (IRC) 1.2 Evaluated In accordance with: • ICC -ES AC 261, Acceptance Criteria for Connectors Used With Cold -Formed Steel Structural Members, approved October 2004 (Editorially revised January 2008). Property evaluated: Structural 2.0 USES Simpson Strong -Tie Connectors for Cold -Formed Steel (CFS) Construction may be used as CFS framing connectors in accordance with Section 104.11 and 2210.1 of the IBC. The products may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with Section R301.1.3 of the IRC. EVALUATION REPORT Report Numbers 0124 Issued: 06=10 Expires: 06/2011 Revised: 07/00/2010 3.0 DESCRIPTION 3.1 Product Information: 3.1.1 S/HDS and S/HDB Hold-downs: S/HD series hold-downs may be used to anchor CFS or structural steel member(s) to foundations or to connect upper story to lower story CFS or structural steel member(s) (floor -to -floor ties). They may also be used as anchorage of concrete and masonry walls to CFS or structural steel member(s) to provide lateral support for the walls in accordance with IBC 1604.8. S/HDS series hold-downs use self -tapping screws to attach to the CFS or structural steel member(s). S/HDB series hold-downs use bolts to attach to the CFS or structural steel member(s). A round steel standard plate (W) washer conforming to ASME B18.22.1, Type A, shall be installed between the framing member bolt nut and the framing member. The hold-down body for S/HD8S, S/HD10S, S/HD8B and S/HD10B are cold formed from No. 10 gage steel. S/HD15S and S/HD156 body are cold formed from No. 7 gage steel. The base plate for all model are fabricated from 1/2 inch thick steel. Reference Figure 1, Table 1A and Table 1B for dimensions, required fasteners and allowable loads. 3.1.2 S/HDU Hold-downs: S/HDU series hold- downs may be used to anchor CFS or structural steel member(s) to foundations or to connect upper story to lower story CFS or structural steel member(s) (floor -to -floor ties). They may also be used as anchorage of concrete and masonry walls to CFS or structural steel member(s) to provide lateral support for the walls in accordance with by IBC 1604.8. S/HDU hold-downs consist of a pre -deflected body formed from No. 10 gage galvanized steel, and a base washer fabricated from No. 3 gage steel. S/HDU series hold-downs use self -tapping screws to attach to the CFS or structural steel member(s). Copyright O 2010 by International Association of Plumbing and Mactumical Officials. All rights reserve!. Printed in the United Stag of Amerka. No pert of this publication may be reproduced, stored In an electronic retrieval system, or transmitted, in any form or by any means, electronic, mechanical, photocopying, recording, or othervrise, without the prior written permission of the publisher. Ph:1-877-4lESRPT • Farc 909.472.4171 - web: wv fw-iapmoes oro - 5401 East Philadelphia Street - Ontario, Caiifomia 91781-2818 - USA Page 1 of 27 Reference Figure 2 and Table 2 for dimensions, required fasteners and loads 3.1.3 S/LTT Light Tension Ties: S/LTT series light tension ties may be used to anchor CFS member(s) to foundations or to connect upper story to lower story CFS member(s) (floor -to -floor ties). They may also be used as anchorage of concrete and masonry walls to CFS member(s) to provide lateral support for the walls in accordance with IBC 1604.8. S/LTT light tension ties consist of a steel strap component with a 90 degree angle bend at the end and a base plate component installed in the bend. The body of the S/LTT20 is formed from No.12 gage galvanized steel. The base plate component for S/LTT's is No. 3 gage galvanized steel. Reference Figure 3 and Table 3 for product dimensions, required fasteners and allowable loads. 3.1.4 S/HTT and HTT Heavy Tension Ties: S/HTT and HTT series heavy tension ties may be used to anchor CFS member(s) to foundations or to connect upper story to lower story CFS member(s) (floor -to -floor ties). They may also be used as anchorage of concrete and masonry walls to CFS member(s) to provide lateral support for the walls in accordance with IBC 1604.8. S/HTT and HTT heavy tension ties are formed from a single piece of steel and consist of a steel strap with a four -ply formed seat element as an anchor bolt attachment. The straight strap portion has pre -punched holes for installation of self - tapping screws used to connect the S/HTT and HTT to CFS member(s). The S/HTT and HTT are die -formed from No. 11 gage galvanized steel. Reference Figure 3 and Table 3 for product dimensions, required fasteners and allowable loads. 3.1.5 S/BA Joist Hangers: SBA series hangers may be used to support a CFS joist. The hangers are die -formed from No. 14 gage galvanized steel. The hanger shall be attached onto CFS header sections using self -tapping screws. Alternatively, the hanger shall be attached by welding each top flange to the supporting member. Reference 1A� EVALUATION REPORT Report Number: 0124 Issued= 06=10 Expires: 06/2011 Revised: 07/08/2010 Figure 4 and Table 4 for dimensions, required fasteners and allowable loads. 3.1.6 SIB & S/LBV Joist Hangers: SB and S/LBV series hangers may be used to support CFS joists. The hangers are formed from No. 12 gage and No. 14 gage galvanized steel for S/B and S/LBV, respectively. The hanger shall be attached onto a CFS supporting member using self -tapping screws or may have each top flange welded to the supporting member. Reference Figure 5 and Table 5 for dimensions, required fasteners and allowable loads. 3.1.7 S/JCT & S/HJCT Joist Hangers: S/JCT and S/HJCT hangers may be used to support CFS joists. The S/JCT and S/HJCT hangers are formed from No. 14 gage and No. 12 gage galvanized steel, respectively. The hanger shall be attached onto CFS supporting member using self -tapping screws or may have each top flange welded to the supporting member. The vertical flange of the hanger is fastened to the web of the joist using self -tapping screws. Alternatively, the hangers may be installed onto a supporting wood member with nails for S/JCT model series and with Simpson Strong -Tie SDS screws for the S/HJCT model series. Reference Figure 6 and Table 6 for dimensions, required fasteners and allowable loads. 3.1.8 TJC37 Truss Jack Connector: The TJC37 truss jack connector may be used for skewed members or to connect jack trusses to girder trusses. TJC37 is formed from No. 16 gage galvanized steel. It can be skewed from 0 degrees (perpendicular to the supporting member) to 67.5 degrees from the line perpendicular to the supporting member. When installing, position the jack truss on the inside bend line with the end of the jack truss flush with the bend line. Then bend the TJC37 to the desired position. Reference Figure 7 and Table 7 for dimensions, required fasteners and allowable loads. 3.1.9 TBD Truss Brace Diagonal: The TBD22 truss brace diagonal may be used to meet the temporary truss bracing recommendations of SBCA CFSBCSI. It is a flat strap that is formed into an A -shape as it is pulled from the carton to Page 2 of 27 provide rigidity and to prevent it sagging between the CFS trusses it braces during construction. The TBD is formed from No. 22 gage galvanized steel. Reference Figure 8 and Table 8 for dimensions, required fasteners and allowable loads. 3.1.10 S/H1A Hurricane Tie: The S/1 -11A hurricane be may be used to tie a CFS rafter or truss chord to a CFS top track and wall stud. The hurricane tie is formed from No. 18 gage galvanized steel. Reference Figure 9 and Table 9 for dimensions, required fasteners and allowable loads. 3.1.11 LSTA & MSTA Strap Ties: LSTA and MSTA strap ties may be used to provide a tension connection between two CFS members. They are from 9 to 36 inches long and are 1 %4 inches wide. Each strap has one row of staggered pre -punched holes. The straps are manufactured from various gages of galvanized steel. Allowable loads, fastener requirements, and steel thicknesses are shown in Table 10. Refer to Figure 10 for further information. 3.1.12 MSTC Strap Ties: MSTC strap ties may be used to provide a tension connection between two CFS members. They are from 28-% to 77- 3/inches long and are 3 inches wide. The straps have two rows of staggered pre -punched holes. They have countersunk fastener slots for a lower fastening profile, and coined edges for safer handling. The straps are manufactured from No. 16 gage and No. 14 gage of galvanized steel. Allowable loads, fastener requirements, and steel thicknesses are shown in Table 10. Refer to Figure 10 for further information. 3.1.13 S/MST Strap Ties: S/MST strap ties may be used to provide a tension connection between two CFS members. They are from 27 to 72 inches long and are 2-1/16 inches wide. Each strap has two rows pre -punched holes. The straps are manufactured from No. 12 gage and No. 10 gage of galvanized steel. Allowable loads, fastener requirements, and steel thicknesses are shown in Table 10. Refer to Figure 10 for further information. EVALUATION REPORT �:. Report Number: 0124 Issued: 0612010 (Expires: 06/2011 Revised: 07/06/2010 3.1.14 LSTI & MSTI Strap Ties: LSTI and MSTI strap ties may be used to provide a tension connection between two CFS members. The LSTI strap ties are either 49 or 73 inches long and MSTI strap ties are from 26 to 72 inches long. The LSTI models are 3-9/ inches wide and the MSTI models are 2-1/16 inches wide. The LSTI and MSTI straps are manufactured from No. 18 gage and No. 12 gage galvanized steel, respectively. Allowable loads, fastener requirements, and steel thicknesses are shown in Table 10. Refer to Figure 10 for further information. 3.1.15 ST Strap Ties: ST strap ties may be used to provide a tension connection between two CFS members. They are manufactured in various widths and lengths. The straps are manufactured from various gages of galvanized steel. Allowable loads, fastener requirements, and steel thicknesses are shown in Table 10. Refer to Figure 10 for further information. 3.1.16 FHA Strap Ties: FHA strap ties may be use used to provide a tension connection between two CFS members. They have a corrugated shape with a total width of 1-!/j8 inches. The straps are manufactured from No. 12 gage galvanized steel. Allowable loads, fastener requirements, and steel thicknesses are shown in Table 10. Refer to Figure 10 for further information. 3.1.17 HRS Heavy Strap Iles: HRS strap ties may be used to provide a tension connection between two CFS members. They are 1 % inches wide. The straps are manufactured from No. 12 gage galvanized steel. Allowable loads, fastener requirements, and steel thicknesses are shown in Table 10. Refer to Figure 10 for further information. 3.1.18 CS, CMST, & CMSTC Coiled Strap Ties: CS, CMST and CMSTC Coil strap ties may be used to provide a tension connection between two CFS members. They are packaged in a coil so that the length of strap needed can be cut from the coil. The CS straps are 1-% inches wide. The CMST and CMSTC straps are 3 inches wide. The CMSTC has coined edges for safer handling. The straps are manufactured from various gages of Page 3 of 27 galvanized steel. Allowable loads, fastener requirements, and steel thicknesses are shown in Table 11. Refer to Figure 11 for further information. 3.1.19 LTS, MTS, MTSC, HTS, & HTSC Twist Straps: LTS, MTS, MTSC, HTS, & HTSC Twist Straps ties may be used to provide a tension connection between two CFS members. LTS light twist Strap, MTS medium twist strap, and HTS heavy twist straps have a formed bend so that the ends are oriented 90 degrees from each other. They are 1-% inches wide and the twist is located in the center of the strap, with the exception of the 30 inch long models. The twist straps are manufactured from various gages of galvanized steel. Allowable loads, fastener requirements, and steel thicknesses are shown in Table 12. Refer to Figure 12 for further information. 3.1.20 SP4 & SP6 Stud to Track Ties: The SP stud to track ties may be used to connect wall tracks to studs. They are formed from 20 gage galvanized steel. Reference Figure 13 and Table 13 for dimensions, required fasteners and allowable loads. 3.1.21 SSP & DSP Stud to Track Ties: SSP and DSP stud to track ties may be used to connect wall tracks to studs. The SSP is 1-4/9 inches wide for fastening to a single stud, while the DSP is 2-9/4 inches wide for fastening to double studs. The SSP and DSP are formed from 18 gage galvanized steel. Reference Figure 14 and Table 14 for dimensions, required fasteners and allowable loads. 3.1.22 TSP Stud to Track Tie: TSP stud to track ties may be used to connect wall tracks and studs. It has a twist so that it fastens to the side of the stud. TSP is formed from 16 gage galvanized steel. Reference Figure 14 and Table 14 for dimensions, required fasteners and allowable loads. 3.1.23 LTP5 Lateral Tie Plate: The LTP5 lateral tie plate may be used to transfer shear between the top or bottom tracks to the rim joist or blocking, or between other parallel members. The LTP5 may be installed over structural wood panel EVALUATION REPORT Report Number: 0124 Issued: 06/2010 Expires: 06/2011 Revised: 07/0812010 sheathing or sheet steel sheathing to connect the bottom track of a wall to the rim joist or blocking. The LTP5 lateral be plate is manufactured from 20 gage galvanized steel with embossments along the length. Reference Figure 15 and Table 15 for dimensions, required fasteners and allowable loads. 3.1.24 DTC & STC Truss Clips: DTC and STC truss clips may be used as alignment control between a roof truss and non gravity -load-bearing walls. The 1-1/2 inch slot permits vertical truss chord movement. DTC and STC connectors are formed from 18 gage galvanized steel. Reference Figure 16 and Table 16 for dimensions, required fasteners and allowable loads. 3.2 Materials: 3.2.1 Steel: The galvanized steel connectors described in this report are manufactured from steel complying with ASTM A 653 SS. The non - galvanized steel connectors comply with ASTM A 36 or ASTM A 1011. The steel used to fabricate the CFS connectors shown in this report comply with Connector Material Properties table on Table 17. Connectors fabricated from steel complying with ASTM A 653 have a minimum G90 zinc coating specification. Some models may also be available with either a G185 zinc coating (designated with a model number ending in the letter Z) or with a batch hot -dipped galvanized coating (designated with a model number ending with the letters HDG) with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (610 g/m2), total for both sides, in accordance with ASTM A 123. Model numbers in this report do not list the Z or HDG ending, but the information shown applies. The lumber treater and the holder of this report (Simpson Strong -Tie Company) should be contacted for recommendations on the appropriately preservative treated or fire retardant treated lumber. 3.2.2 Cold -Formed Steel Members and Structural Members: Structural cold -formed steel framing members that are attached to the connectors shown in this report shall be in Page 4 of 27 accordance with the American Iron and Steel Institute (AISI) North American Specification for the Design of Cold -Formed Steel Structural Members (NAS) and evaluated to the IBC in an IAPMO ES or ICC -ES evaluation report. Structural steel members that are attached to the connectors shown in this report shall be in accordance with the RISC Specification for Structural Steel Buildings (360) or evaluated to the IBC in an IAPMO ES or ICC -ES evaluation report. At a minimum, the material specification for structural cold -formed steel framing members that are attached to the connectors shown in this report must comply with ASTM A 1003. Loads in this report are based on CFS members with a minimum yield strength, Fy, of 33 ksi and a minimum tensile strength, Fu, of 45 ksi for 43 mil (18 gage) and thinner and a minimum yield strength, Fy, of 50 ksi and a minimum tensile strength, Fu, of 60 ksi for 54 mil (16 gage) and thicker. Use of the connectors in this report with materials not meeting the requirements of this section is outside the scope of this report. 3.2.3 Wood: Wood members with which the connectors are used must be either sawn lumber or engineered lumber having a minimum specific gravity of 0.50 (minimum equivalent specific gravity of 0.50 for engineered lumber), and having a maximum moisture content of 19 percent (16 percent for engineered lumber). The thickness (depth) of the wood main member must be equal to or greater than the length of the fasteners specified in the tables in this report, unless the reduced penetration effect on the load calculation per the applicable National Design Specification for Wood Construction and its Supplement (NDS) is taken into account, or as required by wood member design, whichever is greater. 3.2.4 Fasteners: At a minimum, bolts shall comply with ASTM A 36 or A 307. SDS screws shall comply with ICC -ES ESR 2236. Self -tapping screw fasteners for steel -to -steel connections shall be in compliance with ASTM C EVALUATION REPORT Report Number: 0124 _ Issued: 0612010 Expires: 0612011 Revised: 07/08/2010 1513 or evaluated to the IBC in an IAPMO ES or ICC -ES evaluation report. Self -tapping screw fasteners shall extend through the steel connection a minimum of three (3) exposed threads in accordance with AISI General Provisions. The self -tapping screw fasteners used for connectors in this report shall comply with the following tabulated nominal diameters: FASTENER NOMINAL DIA. (in.) No. 8 0.164 No. 10 0.190 No. 14 0.242 Y4° 0.250 For SI: 1 inch = 25.4 mm, 1 psi = 6.895 kPa Nails used for connectors described in this report must comply with ASTM F 1667 and have the following minimum fasteners dimensions and bending yield strengths (Fyb): SHANK FASTENER Fyb FASTENER DIA LENGTH (Psi) in. in. 8d x 1Y2 0.131 1 '/s 100,000 10d 0.148 3 90,000 For Sl: 1 inch = 25.4 mm, 1 psi = 6.895 kPa Fasteners used in contact with preservative - treated or fire -retardant -treated lumber must, as a minimum, comply with IBC Section 2304.9.5, or 2009 IRC Section R317.3 or 2006 IRC Section R319.3, as applicable. SDS screws used in contact with preservative -treated or fire -retardant - treated lumber must comply with ICC -ES ESR - 2236. The lumber treater or this report holder (Simpson Strong -Tie Company), or both, should be contacted for recommendations on the minimum corrosion resistance protection of fasteners and connection opacities of fasteners used with the specific proprietary preservative treated or fire retardant treated lumber. 4.0 DESIGN AND INSTALLATION 4.1 Design: The loads shown in the product tables of this report for cold -formed steel (CFS) members are based on Allowable Stress Design (ASD) and Page 5 of 27 Load Resistance Factor Design (LRFD) for tables 1A, 1 B, 2 and 3 performed in accordance with the 2007 and 2001 AISI North American Specification for Design of Cold -Formed Steel Structural Members including the 2004 supplement (NAS). 4.1.1 Tabulated allowable strength design (ASD) loads for the connectors in this report are based on the least value of the following criterion: 1. The average test load under which 1/8 inch deflection occurs. 2. The average ultimate test load, divided by a safety factor, Q, determined in accordance with NAS Chapter F. 3. Allowable loads for welds and allowable lateral loads for bolts, or screws for steel to steel connections calculated in accordance with NAS Section E2, E3 and E4, respectively. 4.1.2 Tabulated Load Resistance Factor Design (LRFD) loads for the holdown connectors (Table 1A, 1 B, 2 and 3) in this report are based on the least value of the following criterion: 1. The average test load under which % inch deflection occurs. 2. The average ultimate test load, multiplied by the resistance factor, 4), determined in accordance with NAS Chapter F. 3. Design strength for welds and the lateral design strength for bolts or screws for steel -to - steel connections calculated in accordance NAS Section E2, E3 and E4, respectively. Connected cold -formed steel members must be analyzed for load carrying capacity at the connection in accordance with the NAS. For connectors attached to wood members, the allowable loads shown in this report are based on allowable stress design and include the load duration factor, Co, corresponding with the applicable loads in accordance with the National Design Specification for Wood Construction and its supplement (NDS). EVALUATION REPORT xw�- E.'' Report Number. 0124 Issued: 06/2010 Expires: 06/2011 Revised: 07/08/2010 Tabulated allowable loads apply to products connected to wood used under dry conditions and where sustained temperatures are 100°F (37.8°C) or less. When products are installed to wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where wet service is expected, the allowable tension loads must be adjusted by the wet service factor, CM, specified in the NDS. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100°F (37.80C), the allowable loads in this report must be adjusted by the temperature factor, Ct, specified in the NDS. Connected wood members must be analyzed for load carrying capacity at the connection in accordance with NDS. The design of wood or steel members fastened to bolt or screw hold-down devices must consider combined stresses due to axial tension and flexural bending induced by eccentricity in the connection. Stresses shall be evaluated at the critical net section. Connections (e.g., hold-downs) of a discontinuous system (e.g., shear wall) to the supporting member (e.g., beam) shall comply with ASCE 7 Section 12.3.3.3. Additional drift may occur, depending on the type of supporting member that is used, and shall be considered by the registered design professional. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturers published installation instructions. In the event of a conflict between this report and the manufacturers published installation instructions, this report governs. 4.3 Special Inspection: 4.3.1 IBC: Periodic special inspection must be provided in accordance with Section 1707.3 with the exception of those structures that qualify under Section 1704.1. 4.3.2 IRC: Special inspections are not required. Page 6 of 27 5.0 CONDITIONS OF USE The Simpson Strong -Tie products described in this report comply with, or are suitable alternatives to what is specified in those codes listed in Section 1.0 of this report subject to the following conditions_ 5.1 The connectors must be manufactured, identified and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the instructions must be available at the jobsite at all times during installation. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statues of the jurisdiction in which the project is to be constructed. 5.3 Adjustment factors noted in Section 4.1 and the applicable codes shall be applied to allowable loads when warranted by the service conditions. 5.4 Connected steel members, connected wood members and fasteners must comply, respectively, with Sections. 3.2.2, 3.2.3 and 3.2.4 of this report. 5.5 Use of connectors with preservative treated or fire -retardant -treated lumber must be in accordance with section 3.2.1 of this report. Use of fasteners with preservative treated or fire retardant treated lumber must be in accordance with Section 3.2.4 of this report. 5.6 Simpson Strong -Tie Connectors for Cold - Formed Steel (CFS) Construction shall be fabricated at Simpson Strong -Tie facilities under a quality control program that meets or exceeds the Minimum Requirements for IAPMO ES Listee's Quality Assurance System. EVALUATION REPORT Report Numbers 0124 Issued: 0612010 Expires: 0612011 Revised: 07/0812010 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC -ES Acceptance Criteria for Connectors Used With Cold -Formed Steel Structural Members (AC261), approved October 2004 (Editorially revised January 2008). Test results are from laboratories in compliance with ISOAEC 17025. 7.0 IDENTIFICATION The products described in this report are identified with a die -stamped label indicating the name of the manufacturer (Simpson Strong -Tie), the model number, and the number of the index evaluation report (ER -102) which identifies products recognized in this report. IAP M0 ES TM Director of Evaluation Services Page 7 of 27 EVALUATION REPORT Report Numbers 0124 0 Issueds 06/2010 Expires= 06/2011 Reviseds 07/08/2010 TABLE 1A- TENSION LOADS AND DISPLACEMENTS FOR S/HDS AND SMDB SERIES HOLD-DOWNS M 19, 1 MM - 25.4 ran, 1 ID = 4.45 N. The Designer shall speclk the fonatdadoh anchor material type, embedment and configured- Some of the tabulated hold-down tension loads exceed the tension strength d typical ASTM A 36 or A 307 anchor bolts. A foundaion anchor bolt washer Is not required. 1/41nch self -tapping screws may be uftill hbd for 414 set -tapping serene. A rand steal standard piste washer conforming to Section 3.1.1 of this repot is regnered b be installed between the framing member bolt holt and the treming member for the S408 series holcklowns. The r stet spedryr arnddeffiO One rznrecOah of me bads -to -back Orfi height traNng members. PACO manna ora maurfocArted by PACO Steel a Engineering Corp. See ICC -ES NER-706. Helddown displacement at tabulated ASD and LRFD loads Is to difference In Me displacement meaarred between the atcAm bot and back of the hold-down t hats attached fo the framing mornber(s) WUn loaded to the ASD and LRFD static test fid, respecbvety. Deflection Includes fasten dip, holdown elongation and anchor bolt elongation (L -4"y The Nominal Tenn Load is the average inmate (peak) load from tests in acaotdanoa with AISI NAS Chapter F. When holddowre are used in CFS framed shear wails or diagonal strap braced walls with an R•factoreater Chat 3. the A181 Lateral Design Section CS requires holt dooms In shear walls have the nominal strength to resist to Most of amplified seismic 100 or One bad the system can dsiver and hoedowns in diagonal strap traced walls have the nominal strength to resist the lesser of the amplified seismic load or Me expected yfetd strength of the diagonal strap bracing member. Page 8 of 27 HdgM M1 I:uating r(ar th10. 1I1 Tutt Load ASO Clfdptatelltsht at ASD Loader Tendon Load DiWa MMA at UWD LOOS a�ctttit� TOW=; LoO r Boil pb r ' Raising gastenero Sfiim 11 7B 17414 SMM3 233 (2.2 e) 7335 0.120 11715 0204 13720 2-0 (2-18ga) 8750 0.086 13975 0.146 21435 2-54(2-16p) 8855 0.106 14145 0.162 21700 1-97(1-12ga) 11030 0.091 17620 0.146 PACO' 27025 Steel Fbdure 10840 0.053 17335 0.072 325M SIHDIOS 131/2 7/8 22414 &MW 2-33 (2-20p) 7400 0.122 11815 0.192 13835 2.0(2-18p) 11120 0.112 17755 0.124 20795 2-54 (2-16p) 12220 0.096 19520 0.145 1-97 (1-129a) 14840 0.085 23705 0.148 PACOC 34135 Steel Future 12375 0.043 19820 0.051 335M SIHO16S 17 1 30414 Screws; 2-43(2-18ga) 12110 0.096 19340 0.164 22645 2-54(2-1 13500 0.110 21565 0.130 33075 1-97(1-129a) 16420 0.078 26230 0.135 4023(1 Steal Fudute 15810 0.043 25320 0.055 428471 SIHDOB 11 7B 2 - 3/4" Dia• 2-33 (2-200a) 3895 0.081 56M 0.144 8845 2-43(2-18ga) 5345 0.098 7710 0.146 1185 254 (2-16ga) 050 0.082 14280 0.141 20310 1.97 (1-12ga) =0 0.088 12905 0.167 PACO" 18370 Sled Fixture 9080 0969 14545 0.104 22975 SAM108 13r/h 7B 3.9/4" Del. Botta° 2-33(2-20go) 5840 0.070 Be 0.124 12970 2-0 -1 ) 8015 0.087 11585 0.120 17795 2-54 (2-16go) 12090 0.125 19720 0.230 28050 1-97 (1-129a) 13385 0.912 19355 0.119 PACO 28905 Sled Fudura 15635 0.102 24955 0.123 354955 SIHO15B 17 1 4-YVDia. , 2-43 (21 ) 10890 0.118 15425 0.179 22165 2-54(2-16P) 16020 0.090 25565 0.121 36980 1.9770 a) 17850 0.103 25805 0.130 39700 Sled Fadwo 118M 0.104 29825 0.139 42425 M 19, 1 MM - 25.4 ran, 1 ID = 4.45 N. The Designer shall speclk the fonatdadoh anchor material type, embedment and configured- Some of the tabulated hold-down tension loads exceed the tension strength d typical ASTM A 36 or A 307 anchor bolts. A foundaion anchor bolt washer Is not required. 1/41nch self -tapping screws may be uftill hbd for 414 set -tapping serene. A rand steal standard piste washer conforming to Section 3.1.1 of this repot is regnered b be installed between the framing member bolt holt and the treming member for the S408 series holcklowns. The r stet spedryr arnddeffiO One rznrecOah of me bads -to -back Orfi height traNng members. PACO manna ora maurfocArted by PACO Steel a Engineering Corp. See ICC -ES NER-706. Helddown displacement at tabulated ASD and LRFD loads Is to difference In Me displacement meaarred between the atcAm bot and back of the hold-down t hats attached fo the framing mornber(s) WUn loaded to the ASD and LRFD static test fid, respecbvety. Deflection Includes fasten dip, holdown elongation and anchor bolt elongation (L -4"y The Nominal Tenn Load is the average inmate (peak) load from tests in acaotdanoa with AISI NAS Chapter F. When holddowre are used in CFS framed shear wails or diagonal strap braced walls with an R•factoreater Chat 3. the A181 Lateral Design Section CS requires holt dooms In shear walls have the nominal strength to resist to Most of amplified seismic 100 or One bad the system can dsiver and hoedowns in diagonal strap traced walls have the nominal strength to resist the lesser of the amplified seismic load or Me expected yfetd strength of the diagonal strap bracing member. Page 8 of 27 EVALUATION REPORT Report Number. 0124 Issued.- 06(2010 Expirew 06/2011 Reviseds 0710812010 TABLE 18 -TENSION LOADS FOR SfHDS SERIES HOLD-DOWNS ATTACHED TO DIETRICH STUDS I- See lbomotes under Table I A ex*t&V kohows 4, 6 and 6. 2. Mbth SW mmftOjW by MUM Mdwffle% ft. See tOC-ES ESR 2374. 7414 wmmi c SN" momvw Ono tv Dnqw 1H o - Not a tol olle p, 'I &MISS 2.4'snim wag LQ mmiw TypkW off"m PACO Colturm Model W (M) CL (111) Mm mw Mm fX, 1% LOW Abimmi: PS): PSI ML FastrAm SINDes 11 7J8 17-#14 33(20p) 3080 0.075 4920 0.124 5760 43 110ga) . 4125 0.101 6590 0.177 7720 54 7m 0.098 11160 0.173 13925 69(1 7285 0.085 111160 0.141 V855 97 `12 IM66 0.100 16075 0.147 1(18p) 24665 SM10S 13% 7m 22414 43 5m 0,059 8m 0.100 sm 540p) 8675 0.095 13855 0.162 Iwo se (I sm 0.089 14120 0.147 21665 97(12 12225 0.088 IM 0.143 29M SMI)ISS 17 1 304M4 68(1 '13495 0.0117 215N 0.147 25235 97 (12p) -1 AMC ft Me 97 (1 224 0.142 34555 �W :1 EV - 2&4 mm. I lb - 4.4 It I- See lbomotes under Table I A ex*t&V kohows 4, 6 and 6. 2. Mbth SW mmftOjW by MUM Mdwffle% ft. See tOC-ES ESR 2374. 7414 wmmi c SN" momvw Ono tv Dnqw 1H o - Not a tol olle p, 'I &MISS 2.4'snim wag LQ mmiw TypkW off"m PACO Colturm Model W (M) CL (111) Mm mw Mm fX, 1% WMOSamt &MM tAe ly, i% FIGURE I - SIHDS AND S/HDB HOLD-DOWNS Page 9 of 27 SOB EVALUATION REPORT Report Number. 0124 Issued: 0612010 Expires: 06/2011 Revised: 07/08/2010 TABLE 2 - TENSION LOADS AND DISPLACEMENTS FOR S/HDU SERIES HOLD-DOWNS �Aodw ; � mep No Nay Ton" Load (�) � atAl Lea# ltnl TLoad at LO di Net0taal Ton LOW + Fa�tireca4 SMDU4 7% sA 6014 2.33 (2-2098) 2320 0.093 3705 0.149 5855 2.43 (2-18ga) 3825 0.115 6105 0.190 9385 2-54 (2-189x) 3970 0.093 6345 0.156 9730 Steel Fochre 4470 0.063 7165 0.103 12120 SMDUS 1V1s 5!s 12-014 2-33 (2-2098) 4895 0.125 8495 0.250 10470 2.43 (2-189x) 6125 0.119 m 0.250 15460 2-54 (2-16ga) 6125 0.10 9785 0.234 15905 Steel Fl dmo 5995 0.060 9580 0.136 14695 SMDU9 1271e Y. 18.014 2-33(2-20ga) 6985 0.1031 11125 0.189 13185 2.43 (2-189a) 9255 0.125 15485 0.250 21810 2-54 (2-16ga) 9990 0.108 15960 0.225 24480 Steel FMm 1 12715 0.125 20510 0.177 31455 SMDU11 16% % 274n4 2-M (2-20ga) em 0.103 11125 0.180 13165 2.43 (2-189x) 9595 0.096 15330 0.162 23515 2-54 (2-16ga) 9675 0.110 15480 0.158 29710 7k + bow Im" mi 274114 2.43 (2-1898) 11100 0.125 17500 0.250 24955 2.54 (2•10!0 12175 0.125 18445 0.243 29825 Steel FDtbn 12945 0.111 20680 0.163 31715 rm aa: + tnat - 30.4 mm, + 10-4.45 K The De= dW qm* ftfotateaOan are" n land type. embeArem , and eon watt m Sum of the mlarbfed hold cowl 1ens2m loads exce ec Ota teflon strength of "Icat ASTM A 36 or A 307 anchor bolt A fa salon mtctwt bob xastw Is not required. A heavy hex mrtfor M8 attohor ttdtb F099Md ro adtieve Via WA bada for SIQU11. 1144nch 8011 screens may be WAIlited for 114 WII-WA" sinews. hM gg 1 � ASO end LRFD feeds is the dffmv eIn Me cloacermt mmum baba t Me www belt and beck of Ow hold -dome thers adachad to Ore ft" mombor(s)atm ieedsd to the ASD and LRFD sWo east bad, mspedvety. Ttm Nanlnai 7ats�t�Load Ids Me aveWeeuuldrftate (pe*) bad from Wft In acoorftm wIM AM NAS Chi F. When hobkbmws are used In CFS framed Shaer wds or degawl strap Waved +salla MM an R4aotm greater Oran a Ole AIM LateralOeat t C5 requires hod4ovata h shear have Ore nambtal M to raft Me of the arnpUbd sdemb toed of Ste load 6te sydem cen deWw atd ho*domats his depnat strap bred wags haws the naMnal strength to resist rite lesser of Ore wafted sdsrnk bad or Ole ettpactad yidd strength of MedKonal dray bracing nrefnber. • _i � i • i J •• k • H I FIGURE 2 - SMDU HOLD-DOWN Page 10 of 27 EVALUATION REPORT Report Nutndmn 0124 Issued: 06=10 Expires: 0612011 Revised: 07/08/2010 TABLE 3 — TENSION LOADS AND DISPLACEMENTS FOR S&TT, S/HTT, AND NTT SERIES HOLD-DOWNS t*W tfl: 1 M - 25A mrh. 1 m - 4.45 hL Desdww sha0 spedy Ave kunddon midmr material Mm, embedment m1d cwft don. FounWan andwr bo011tadw Is not requha The Dastgttm 00 apody and ON Ate conneagan of the DaM-to bade Id re W BUM Ow Do=. Hdd-ftm dfepaosment at WW dad ASD and LRFD beds is Me di8ter ft to the dLapbca mM m9amM boWasn Me ander WR mW baA d One hdd•domav d*rs aftwh d lo Are hwang menber(s) when loaded W the ASD aral LRFD static test bad, respell"*. Delecdon falterer dip, hddaaat ebngatton and amdwboft dmpfbn (L-.41. The fdmdnal Tetaimt Load Are average uU§nate (pmkj low fnxn tests in accadartce Mfi AtSI NA3 p. When Fwbdosw� are used In CFS fYmned shear vralb or dagortd e»rm braced vm0s vAAn an R•factar grea�aretl3, the AIS! Laeeral t>�Ign Section CS requires fwOd4tA5ene b sfrear na08 have the nanNel strengtt to resist the I of Ate ampOtied sel8rr� bed a are load the trys[em can de8vm and hddttsindiagonal braced viaAs have Ane nantinal strengMt to rare were? Ate ampAlbrd ssbmiCl�ad a are e%pec6ad 7�f sVe�tlt d Atedlegatd map bradng men>ber. Y JL • i j° t srr 1 u W,swLoad Tramftr tarn ( reamed Typ111a13✓HT'r14 S/LTT20 S/H1T74 Krr8 dna^ (wff4 simuml FIGURE 3 — S/LTT AND S/HTT HOLD-DOWNS Page 11 of 27 FAataneta Fling A6D LRFU Hantn�' Bolt Taw"ammant Tamtfon e1 "14 sp Tel ' (m� D1a 2 , Fastaitee N&-nA Load SIASO L"O aI LRFD LOW tout (lnl 0�l M)1 n KTr20 20 112 8-ino 1121 12M 0.125 1890 0.250 4825 1-33 1-2 2775 0.108 4430 0.172 68M SOM14 15 56 16-010 2-M 2.2 3850 0.125 6700 0250 11590 1-33 1.2 3180 0.104 4770 0.187 8215 HTT4 WA 5m 18-810 2-3;1 (2-204a) 4395 0.125 6675 0250 11835 143 1-1 4240 0.125 6505 0.250 11585 2 4670 0.125 6970 0250 12195 Nm 18 618 26410 1 51 1-1 4150 0.125 6425 0250 12365 t*W tfl: 1 M - 25A mrh. 1 m - 4.45 hL Desdww sha0 spedy Ave kunddon midmr material Mm, embedment m1d cwft don. FounWan andwr bo011tadw Is not requha The Dastgttm 00 apody and ON Ate conneagan of the DaM-to bade Id re W BUM Ow Do=. Hdd-ftm dfepaosment at WW dad ASD and LRFD beds is Me di8ter ft to the dLapbca mM m9amM boWasn Me ander WR mW baA d One hdd•domav d*rs aftwh d lo Are hwang menber(s) when loaded W the ASD aral LRFD static test bad, respell"*. Delecdon falterer dip, hddaaat ebngatton and amdwboft dmpfbn (L-.41. The fdmdnal Tetaimt Load Are average uU§nate (pmkj low fnxn tests in accadartce Mfi AtSI NA3 p. When Fwbdosw� are used In CFS fYmned shear vralb or dagortd e»rm braced vm0s vAAn an R•factar grea�aretl3, the AIS! Laeeral t>�Ign Section CS requires fwOd4tA5ene b sfrear na08 have the nanNel strengtt to resist the I of Ate ampOtied sel8rr� bed a are load the trys[em can de8vm and hddttsindiagonal braced viaAs have Ane nantinal strengMt to rare were? Ate ampAlbrd ssbmiCl�ad a are e%pec6ad 7�f sVe�tlt d Atedlegatd map bradng men>ber. Y JL • i j° t srr 1 u W,swLoad Tramftr tarn ( reamed Typ111a13✓HT'r14 S/LTT20 S/H1T74 Krr8 dna^ (wff4 simuml FIGURE 3 — S/LTT AND S/HTT HOLD-DOWNS Page 11 of 27 WJCT EVALUATION REPORT Report Number: 0124 Issued: 0612010 Expires= 06/2011 Reviseda 07/06/2010 Mier hatanadon to a CFS Meader slHiCT FIGURE 6 - SMJCT & S/JCT JOIST HANGERS Page 15 of 27 S/HJCTwakion to a 4310 u 610tafteum to an Wood !leader ° I-beam Meader r (Sae f008tole") Mier hatanadon to a CFS Meader slHiCT FIGURE 6 - SMJCT & S/JCT JOIST HANGERS Page 15 of 27 EVALUATION REPORT Report Number: 0924 Issuedi 0612010 Expiresi 062011 Revisedi 07108/2090 TARLF 7— At 1 AWARI F 1 CUM FAR TJf% (`ANhIFCTAR I�en0r11 mom rip. � 1lle {1Qe@ 4.�ds �Si - � Qe Skeet _,Sheer Sam TJC37 (Min) 4410 4410 660 665 475 TJC37 (Max) 6410 6410 680 630 530 t , w Aum lax me t� �wuarddo�amemd dtreabm. —3r/a — Seim mww aye - ° Top View b mbdon e ° TJC37 --j Typleel TJC37 hamtletlon FIGURE 7 — TJC CONNECTOR TABLE B— ALLAWARLF TFNSIAN LRAM FAR TRA TAUA!% BRACE niAGANAL ilNo. A11o1�abte Tenstad► Lcreils' (111e) $libW 1hTremses No 27 "m (ga) 3#1n# (20 gal - TBD22 2410 2-#10 380 510 2. 3. 4. 5. 8. 7. Load based on CFS trusses vitt a mhmun yield strap", F,. of 501W and a mwmn innate dmno, F. of 65 ksl. Load sha11 be redroed WTordmally fcr lower steel streno (arcual streno I speolledallmo). Swum shad be bided hft dredhmW areas and paced to nk*tWn a rrd*mm of 114 inch strap edge dbtmae and a mbdtmsn �'h center fo ae�tar arb erM dadarae. A mhdmum d 518 hWh (3D) edga dls . is to be mairsained for the buss m nd)em, TBD22 wAme are to be 6retaead at approftea 45degree arglm Straps stag be installed fight To redd owwtrucam forcm dagmal x-wacfng is required at eavh OW and every to buss spaces (20 ft M84 Retererroa SBCA CFSBCSI-08 for mm Woenafion. Tmum shag be latarelry bmCed to reskt out oRparre torose at fire end the TSD?2 diagonal braces. sou TBD82 meal =nay may be sheathed aver. - tmnex-r l i Baena 62 e0 Typ11oe1 TB022 r s Top Chard hmallatlat Mlnfmren Temporely •• •' •' R6Calti1161108tla1 ifall e • Tn. SBCA CFSBCSI.0 FIGURE e — TBD TRUSS BRACE DIAGONAL Page 16 of 27 EVALUATION REPORT E Report Number. 0124 ),00 Issued: 0612010 Expiresc 0612011 Revisedi 07108!2010 1 AbLt 8 — ALLOWABLE LUAUS FOR TRE SMI A HURRICANE TIE tQodat No. I � Ftmmng Member Mcbms mit f>ii '' I�Mot�abte Upl�t ked (Ibs} '` Tn Traok Sid: 'i /-Willi Stud Thickmo, mit , (24 1P) 43 mite (Togo 64 mil h9+bti WMA 4-910 3410 1410 27 (22 ga) 470 470 470 4410 3410 1-910 33 (20 9a) 510 550 690 4.410 3410 1410 43 (18 ga) 510 550 690 4410 3410 —M. 1410 54 (16 ga) 520 676 850 -%" mm, F. 1. SfHlAd0esrrotm0meonbcdit 2 Lja reFd3. :t4w 001ttteadatl. TpPRW SMA Utatailat M FIGURE 9 - SMlA HURRICANE TIE Page 17 of 27 EVALUATION REPORT - E Page 18 of 27 . . . . . . . . . . . . . . . . . . . . . . . . . . . IV— — IV - I 4 EVALUATION REPORT Report Mun*en 0124 lasu", 08!2010 Expires: WWII Revised: 07108=10 LSTA mid USTA ~11ohnnor Lan MR (94mrshnow) 3 o°. 4- 0 : 0. 0 .01 NWC FIGURE 10 - STRAPS Page 19 of 27 MA OF a o o i gr NO �w r. �X WMIS MOT12, STIS, STn EVALUATION REPORT 11�IF Report Number: 0124 Issued: 06/2010 Explres: 060011 Revised: 07/08/2010 TABLE 11— ALLOWABLE TENSION LOADS FOR COILED STRAPS Ilodei No. To LeltgOt tit)' '�h&skne:ita nIC9e1 .S;i !=o>setler�o°(Ta>tm} Framing Membs w Aft*" Ttlillslon later i 33 Imo '43 niil 54 mit logo) (16 gay t10 a My 20 gtalj, 43 00 1 (� g8�, 54 mit 10 CK STI2 40 97 (12 ga) 104410 70.910 40410 9060 CMST14 62'h 68 (14 9a) 72410 50410 28410 6366 CMSTCIS 54 64 (16 ga) 64410 36.910 30410 4600 CS14 100 68(14ga) 28-#10 1"10 12410 2305 CS1S 150 54 (16 ga) 1&#10 12-910 8410 1550 CS18 200 1 43 (18 9a) 1 14410 10410 6410 1235 CS20 260 33 (20 ga) 12-#1 o 8-910 &#10 945 CS22 300 27 (22 ga) 10•#10 1 6410 6-910 1 775 mm. 1 1be4.45 K 1. Use half of Bre hastens in each morober being c a nected to achieve the beton kmIL 2. For OAST straps: End Letgh (leohes) =112 total fosterer' x We inch + 1 inch when all bobs Stat. Double Iwo 9 only round hoes So 3. Fa CMSTC18 straps: fad Lith (inches) a 1/2 total histones x AA Inch a 1 inch when all holes Mod. Double lengh If only ramd holes titled. 4. For CS straps: End two (Inches) m 1/2 total fasteners + I bah. 5. Total Cut Length a End Length + Clear Span + End Lergh. 6. For a reduced number of salt -tapping screws, allowable load _ (#screws used / Bsmetws In table) x table land 7. Leads are based an lesser of ded strap capadty and Ali NAS fasterw calodatan. i� o dela to" p�•P1' ers lb be CS Hole Pettt3nl' r wmftY (Mother CB $11ra r sffirilur) i CEIID014 14CAM I rte - . sr,.. „ Serev+s trot CSM13T14 Hole Pattern CEMSMIn (CUST12spn9m) Pr*Wft minimum 3x screw diameter end dmlanBN�B pp�� . a e o t fa iS and CMST ° CMSiCi6 16 GAUGE 3' e a Equal number of 5p@p(�J SCr81VS o11 T TVP. r. 111 BaCll find CMSTC1e Hole Paaortt TyP" CS his tamom As a Flwbr-t ar Th FIGURE 11— COILED STRAPS Page 20 of 27 EVALUATION REPORT Report Number. 0124 issuede 06!2010 Expiresa 06/2011 Revlseda 07/06/2010 PaM 22 des TABLE TZ—ALLUMBLE TENSION LOADS FOR TM5TSTRAF3 Jnr*.- Mae" Thk. r 1 (� L (in} Fatstet�rs Octal) S►e Thickness Atlwva�le Tension Lt>sds n4t (209a 0 ndr (18 ) 64 as (18 8a} "M (20(181M, 43 roil' 18 18 L* LTS12 (143 8ga) 12 10 10 8410 6410 776 776 775 LTS1H 16 LTS18 18 LTS20 20 M1812'' _ 54 06ga 12 12410 "0 SVO 885 M5 M 1H: 1H 18 WSW- ; 20 M '30 MTS24C 24 SO MTS36Gr MTS24 68 (14 go) HTS28 28 HTSM 30 HTS30C 30 Fwg:lin 18-810 I 124M O 1 &010 I 1450 I 1450 1 1450 1. Not all fastener holes need to be filled as a*bonal fastener bolas are provided. 2. Instep half of the listed fasteners in each end of the strap to achieve full bads 3. NI straps except the MTS30 end Hf530 have the M& In the center of the SM 4. Twist straps do not have to be wrapped over the tongs to achieve the Osted bed. 5. May be Instged on the inside face of the stud. B. Loads are based on mintrtwm steel thickness listed. tl' f •� 1G lypW LT91 Bon c 9 TnugstaCICSSWds .I Tt.nP J q L tg. o _ 1W LTs12 Nn*s= (MTS aw MM MT930 (HTSIC stm0a" simile) 0=0 slmlMH FIGURE 12 — TWST STRAPS Page 21 of 27 EVALUATION REPORT Report Nun*en 0124 Issued: 0612010 Expires: 0612011 Revised: 07/08/2010 TABLE 13 - ALLOWABLE LOADS FOR SP SERIES STUD PLATE (TRACK) TIES inn lapsr i IlodelAla►. W " L k1 Allow" UPRft d ,' Siad 33 mUq SP4 3'/,s 71/4 6-#10 825 SPS r) 1/. 73/a 6-#10 825 of YA: 1 ItMH a 25.4 MM, 1 ID m 4.45 M Typical SP hstauathn Man toTOP TTpaal SP hata6adon er-19% 8090M TAW FIGURE 13 - SP STUD PLATE (TRACK) TIE Page 22 of 27 7-0 EVALUATION REPORT Report Number. 0124 , Issued: 06!2010 Expires: 06/2011 Revised: 07/08!2010 TABLE 14 - ALLOWABLE LOADS FOR SSP, DSP & TSP STUD PLATE (TRACK) TIES I - For woad Plates, noted values w* apply to DFISP members More wood top plates are used- For SPF values, multly by 0.86. 2. For wood Plates, when cagsVeln wmlon oannotbe avoided, medwdcW rainfumnent to reser such tom should be considwed. 3. Self -topping avows installed bite wood plates whh a mFnmmum 610x inch. �w t o -I s tp ! BSP ° DSP ° . �6! TSP ° m ° V. a o ° ° P LLI Q Typtoal SSP Msmm to Bolcom Trask (DSP sb"&Ft0F Doubm 8" @.;J ': TW" TSP btsmm toTop TFadt with Top Plate p� Typtoa, DSP kiffie fed y , to Top halt o' °. (33P slmfiar/m�Slrr� 3t+rd1 FIGURE 14 - SPP, DSP & TSP STUD PLATE (TRACK) TIE Page 23 of 27 Fasteners Albw Modei Na Studs T" Track O1" 3s miI 43 mn , CFS Wood CFS CFd3 (20 — — 2-4110 355 625 SSP 4-#10 — 2-#10 — 340 800 2-#10 1 -#10 — 405 715 2 —1001 1 -#10 — 480 840 — 4-010 430 695 DSP 8-#10 -' 4-4t0 — 476 776 4-#f10- 2-410 P 585 888 4-10d3-#10 730 _ 1200 ; " — — 3-#10 345 645 6-#10 TSP — 3-#10 — 370 700 3-#10 3-#10 — 360 685 9-#70 3-10d 3-#10 — 460 905 For . 1 h0haX.4 M m 4.45 I - For woad Plates, noted values w* apply to DFISP members More wood top plates are used- For SPF values, multly by 0.86. 2. For wood Plates, when cagsVeln wmlon oannotbe avoided, medwdcW rainfumnent to reser such tom should be considwed. 3. Self -topping avows installed bite wood plates whh a mFnmmum 610x inch. �w t o -I s tp ! BSP ° DSP ° . �6! TSP ° m ° V. a o ° ° P LLI Q Typtoal SSP Msmm to Bolcom Trask (DSP sb"&Ft0F Doubm 8" @.;J ': TW" TSP btsmm toTop TFadt with Top Plate p� Typtoa, DSP kiffie fed y , to Top halt o' °. (33P slmfiar/m�Slrr� 3t+rd1 FIGURE 14 - SPP, DSP & TSP STUD PLATE (TRACK) TIE Page 23 of 27 EVALUATION REPORT Report Nundmn 0124 Issueds 0612010 Expires: 0612011 Revised: 0710812010 TABLE 15 - ALLOWABLE LOADS FOR LTP5 LATERAL TIE PLATE NO. TYPO of Coena141on DUr ion of LOW fAROW"LIM-08"00) To Rim jolsk f TO Tmft,& 43 60#4*q), LTP5 1 O 7410 7-010 1045 2 7410 7-010 Ilia 3 7-8dx 11/2 7410 7304 I 1b.4AS N. IAgowable toads are to as connector. 2 When anchm are ImUffid on each " of Ma ow mbibnm joist fm ddolis 3 fitches. 3: Allmsable toads are basad on CFS (" & WIDQ of 43 RW (18 get mfnkmn. 4. MUM load for Cot rodion 3 assumes dimbon trweaw (Cu? =1.60. 4T til 5Y Ii LIM et et Med CFS Rim --� Joist stem sheet FIGURE 15 - LTP6 LATERAL TIE PLATE (TRACK) Page 24 of 27 O stem ON! Jam Sw S" EDE EVALUATION REPORT (:�# )w Report Number: 0124 Issued: 0612010 Expires: 0612011 Revised: 0710812010 TABLE 16 — ALLOWABLE LOADS FOR STC & DTC TRUSS CLIP Mawdoi FelsMnetis Altos tlt3 Loads (ft) • . _ Wftad Dap {Dail wo w lisp Ft Ftt �' #1 F2' STC 248 1-#8 185 35 135 35 75 35 DTC 448 2-8 200 180 200 160 145 160 For 0: 1 bxh _ 25.4 an, l tb a 4.45 N. i. Tnrss orralmrtaNtbe 9 ontop pits to achWe the a0 Wadsundar VMHQUT GAP. - 2 txtpsera required m bo91 sees of ft base to adeve Ft toads In bcM dtreegms (sftgerpart to avoid screw krterterera�. 3. Slot sao*s) are to be htsta®ad In the ft*M of N slot. 9 1 11 145 Typical STC botoollmt D $emw into am miss or rafter should not he driven comp ""Y Rech agatnst the connector, to anew MOM/ bw movement. FIGURE 16 — STC AND DTC TRUSS CUPS Page 25 of 27 EVALUATION REPORT Ef Page 26 of 27 lase al less h !6 '1 15 S '1 '9 .g g 2 '0 G '0 9 '0 .7 .g 'S 5 8 �6 7 7 �9 �8 g s g 7 7 7 5 5 5 5 0 g g g 0 EVALUATION REPORT lkl.E.S,-00/ Page 27 of 27 EVALUATION REPORT .- - --_ C Edi Report Number. 0124 Issued: 06=10 SUPPLEMENT MWIres:06=11 Revised: 07108=10 DIVISION: 05 -METALS Section: 05090 -Metal Fastenings REPORT HOLDER: SIMPSON STRONG TIE COMPANY, INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 (800) 925-5099 www.stron-qtie.com EVALUATION SUBJECT: SIMPSON STRONG -TIE CONNECTORS FOR COLD -FORMED STEEL CONSTRUCTION This supplement is issued to indicate that the Simpson Strong -Tie connectors for cold -formed steel construction, described in the master report, comply with the codes listed in Section 1.1 of this supplement when designed and installed in accordance with the master evaluation report and the amendments of the report as shown below. 1.0 EVALUATION SCOPE 1.1 Compliance with the following codes: • 2007 Florida Building Code- Building (FBC-B) • 2007 Florida Building Code- Residential (FBC-R) 6.0 EVIDENCE SUBMITTED Signed and sealed test reports by Testing Engineers Inc. (shown below), along with calculations provided by Hien Nguyen, P.E., performed in accordance with the 2006 and 2009 International Building Code. Product Test Number Date Tested M307, M363, Q074, Q088, 8/17/06,6/13/06,2120/09, S/HD8S Q070, 3/24/09, 3/10/09 Q120, Q117, Q114, P889, 3/6/09, 3/24/09, 3/4/09,12/2108, Q111 3/25/09 Q083, K940, M309, L103, 2/27/09, 5/25/05, 5/22/06, S/HD10S 0071 7/15/05, 3/10/09 Q118, Q115, P890, Q112 3/6/09, 3/4/09,12/2/08, 3/25/09 S/1 11315S Q079, K943, L108, Q072 2/26/09, 5/19/05, 7/12/05, P891, 0113 3/11/09, 12/1/08, 3/25/09 Q085, Q080, M628, Q089, 2/26109,2/27109,9/13/06, SMD86 Q073 3/5109,3/11/09 Page 1 of 3 EVALUATION REPORT � �� Page 2 of 3 EVALUATION REPORT "�� Page 3 of 3 Miami Shores Village Building Department 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 MIAMI SHORES VILLAGE NOTICE TO BUILDING DEPARTMENT OF EMPLOYMENT AS SPECIAL INSPECTOR UNDER THE FLORIDA BUILDING CODE I (We) have been retained by F & F Construction SerAces to perform special inspector services under the Florida Building Code at the Adler Residence, 374 NE 95 Street project on the below listed structures as of May 29, 2014 (date). I am a registered architect or professional engineer licensed in the State of Florida. PROCESS NUMBERS: ❑ SPECIAL INSPECTOR FOR PILING, FBC 1822.120 (R4404.6.120) ❑ SPECIAL INSPECTOR FOR TRUSSES >35' LONG OR 6' HIGH 2319.17.2.4.2 (84409.6.17.2.4.2) SPECIAL INSPECTOR FOR REINFORCED MASONRY, FBC 2122.4 (R4407.5A) o SPECIAL INSPECTOR FOR STEEL CONNECTIONS, FBC 2218.2 (R4408.5.2) ❑ SPECIAL INSPECTOR FOR SOIL COMPACTION, FBC 1820.3.1(R4404A.3.1) ❑ SPECIAL INSPECTOR FOR PRECAST UNITS 8 ATTACHMENTS, FBC 1927.12 (R4405.9.12) ❑ SPECIAL INSPECTOR FOR Note: Only the marked boxes apply. The following individual(s) employed by this firm or me are authorized representatives to perform inspection 1, Steven Bushouse 2. 3. 4. 'Special Inspectors utilizing authorized representatives shall insure the authorized representative is qualified by education or licensure to perform the duties assigned by the Special Inspector. The qualifications shall include licensure as a professional engineer or architect; graduation from an engineering education program in civil or structural engineering; graduation from an architectural education program; successful completion of the NCEES Fundamental Examination; or registration as building inspector or general contractor. I, (we) will notify Miami Shores Village Building Department of any changes regarding authorized personnel performing inspection services. I, (we) understand that a Special Inspector inspection log for each building must be displayed in a convenient location on the site for reference by the Miami Shores Village Building Department Inspector. All mandatory inspections, as required by the Florida Building Code, must be performed by the County. The Village building inspections must be called for on all mandatory inspections. Inspections performed by the Special Inspector hired by the Owner are In addition to the mandatory inspections performed by the Department. Further, upon completion of the work under each Building Permit I will submit to the Building Inspector at the time of final inspection the completed inspection log form and a sealed statement indicating that, to the best of my knowledge, belief and professional judgment those portions of the project outlined above meet the intent of the Florida Building Code and are in substantial accordance with the approved plans. Signed and Sealed Engineer/Architect Name dame 6ushouse P.E. DATE: sIS°f�`f Created on 6/10/2009 Ism Address 1650 N Andrews Avenue, Pompano Beach, FL 33069 Phone No. 954-956-2203