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DGT-15-1636 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-244163 Permit Number: DGT-6-15-1636 Scheduled Inspection Date: October 09, 2015 Permit Type: Dec ks/Gazebos/Trel I ises Inspector: Rodriguez,Jorge Inspection Type: Final Owner: MONICA VEIGA, FRANK SICOLI Work Classification: Pergola Job Address:9204 NE 10 Avenue Miami Shores, FL Phone Number Parcel Number 1132060060020 Project: <NONE> Contractor: CYMA CONSTRUCTION LLC Phone: (786)337-2460 Building Department Comments NEW PERGOLA 16 X 12 Infractio Passed Comments INSPECTOR COMMENTS False Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-244088. CREATED AS REINSPECTION FOR INSP-238105. No access Gate locked Print photos Failed ❑ Pass footing and frame Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. October 08, 2015 For Inspections please call: (305)762-4949 Page 16 of 27 JOSE A. MARTINEZ, PE CIVIL STRUCTURAL ENGINEER October 6,2015 Building Official Miami Shores Village 10050 NE 2'Ave Miami Shores, Florida 33138 RE: Footing for trellis Inspection at: 9204 NE 10 Ave Miami Shores,Florida 33138 Permit # Dear Sir; Please be advised that I performed an inspection of the foundations for the trellises at the above referenced site and all reinforcement was installed according to the approved plans If I could be of any further assistance in this matter please do not hesitate to contact me. /A. Martinez, PE 509 24 EAST 5 STREET,HIALEAK FLORIDA 33010 TEL:305-8874417 FAX:305-884-3967 a E Perrritn -1 f Miami Shores Village 1117? ?e: @tw ) � 10050 N.E.2nd Avenue NE i�t/OicC' `f •' ` ' Miami Shores, FL 33138 0000 Royf � OF Phone: (305)792204 �� t3 p� Ex iration: 01/25/2016 I �W2 ,.`k. i .. d `.......SEIE� ,sr... Project Address Parcel Number Applicant L92.04 NE 10 Avenue 1132osoosoo2o iami Shores, FL Block: Lot: FRANK SICOLI MONICA VEIGA Owner Information Address Phone Cell FRANK SICOLI MONICA VEIGA 9204 NE 10 Avenue MIAMI SHORES FL 33138- 9204 NE 10 Avenue FL Contractor(s) Phone Cell Phone Valuation: $ 2,000.00 CYMA CONSTRUCTION LLC (786)337-2460 Total Sq Feet: 192 Approved: In Review Available Inspections: Comments: Inspection Type: Date Approved: : In Review Slab Date Denied: Final Type Const:Pergolas Additional Info: Framing Classification:Residential Scanning: 1 Footing Scanning: 1_ Review Planning Review Building Review Building Review Structural Fees Due Amount Pay Date Pay Type Amt Paid Amt Due CCF $1.20 DBPR Fee Invoke# DGT-6-15-56176 $2.00 07/29/2015 Credit Card $255.20 $ 50.00 DCA Fee $2.00 Education Surcharge $0.40 06/30/2015 Credit Card $50.00 $0.00 Permit Fee $123.00 Plan Review Fee(Engineer) $160.00 Scanning Fee $15.00 Technology Fee $1.60 Total: $305.20 In consideration of the issuance to me of this permit, I agree to perform the work covered hereunder in compliance with all ordinances and regulations pertaining thereto and in strict conformity with the plans,drawings, statements or specifications submitted to the proper authorities of Miami Shores Village. In accepting this permit I assume responsibility for all work done by either myself, my agent, servants, or employes. I understand that separate permits are required for ELECTRIC LIMBING,MECHANICAL,WINDOWS,DOORS, ROOFING and SWIMMING POOL work. OWNERS AFFIDAVIT: 0Fm at the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zonin I authorize the above-named contractor to do the work stated. July 29, 2015 Auth i Sig t ner / Applicant / Contractor / Agent Date BuildKg Department Copy July 29, 2015 1 Miami Shores Village Building Department JUN 3o z ,5 10050 N.E.2nd Avenue, Miami Shores, Florida 3313E Tel: (305)795-2204 Fax: (305)756-8972 ` INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20� BUILDING Master Permit No. �� PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL ❑PUBLIC WORKS [:] CHANGE OF ❑ CANCELLATION ❑ SHOP ,! / / CONTRACTOR DRAWINGS JOB ADDRESS: Sze) l {/ City: Miami Shores County: Miami Dade Zip: Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: / FFE: OWNER: Name(Fee Simple Titleholder): . iC'OL Phone#: � Lc 7/9 Address: nn Zoo 4 �G le 7# City: MI 4yn( -<A/e(-� S State: rL Zip: :K3/ -3119 Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: L Y1"t A (a C— Phone#: 74C •- 931•-24 60 Address: ��2� �✓ fCd -77�ti?,;ICc City: State: FL- Zip: Qualifier Name: ?t; iz,) .1 P,9''Z.j--DE- Phone#: 7-6.. 337 -21f&() State Certification or Registration#: /%V �= �''f 24� Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ S�v Square/Linear Footage of Work: '(9 2- Type of Work: E?r Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: A145,-(✓ Specify color of color thru tile:Sa 'y Submittal Fee$ Permit Fee$ 3 •w CCF Scanning Fee$ Radon Fee$ L..1OL) DBPR$ . C)0 Notary$ Technology Fee$ Training/Education Fee$ ��. `_ly Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ . ZA�> (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS,TANKS,AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure!will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature/ Signature O E-R-sr GENT CO TRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of _ �tne 20 by day of WOE OE , 20 � � by who is personally known to FETC12 F/{CLAGE who is personally known to me or who has produced UL :-- • as me or who has produced as identification and who did ce an oath. identification and who did take an loath. NOTARY PUBLIC: NOTARY PUBLIC: Sign: Sigh"14A \0CAAzaAA- Print- Print: . Seal: LEONARDO RAWRE JULIANA'OURAN s Notuy Public•SiMt 01 Flotidt Seal: aY°�,' lP B''i zoo <<�; Notary Public-S►ate of Florida MY Comm.ExpktS Mor 17.201! _My Comm.Expire$Aug 11,Commission•FF 102757 N, `oP Commission#'EE 20297F°`"�` Bonded Through Nati nal Notary APPROVED BY �` L� Plans Examiner 30 lS� Zoning 1, Structural Review Clerk (Revised02/24/2014) NORE'S �1��TlC.1932 .g. ..... Miami shores Village Building Department OR 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 CONTRACTORS' REGISTRATION IF CONTRACTOR IS A FLORIDA STATE CERTIFIED CONTRACTOR: A. / COPY OF QUALIFIER'S STATE LICENCES B. ✓ COPY OF LOCAL BUSINESS TAX RECEIPT C. ✓ COPY OF LIABILITY INSURANCE* D. COPY OF WORKERS COMPENSATION INSURANCE* (Workers Compensation EXEMPTION must have NOTICE TO OWNER form and Contractor Affidavit) IF CONTRACTOR HAS A MIAMI DADE COUNTY CERTIFICATE OF COMPETENCY: A. COPY OF CERTIFICATE OF COMPETENCY OF QUALIFIER B. COPY OF LOCAL BUSINESS TAX RECEIPT C. COPY OF STATE REGISTERED CONTRACTOR LICENSE OR MIAMI DADE COUNTY MUNICIPAL CONTRACTOR'S TAX RECEIPT. D. COPY OF LIABILITY INSURACE* E. COPY OF WORKERS COMPENSATION INSURANCE* (Workers Compensation EXEMPTION must have NOTICE TO OWNER form and Contractor Affidavit) *YOUR INSURANCE COMPANY MUST ISSUE A CERTIFICATE AS FOLLOW: Certificate Holder: MIAMI SHORES VILLAGE BLDG DEPT 10050 NE 2ND AVE MIAMI SHORES, FL 33138 Certificate must specify the description of operations or contractor license number. BUSINESS NAME: G YM A Ga Ny I ILLI G j 104 L.L c�, BUSINESS ADDRESS: 13 8 /)L 5 1 L, "t BIZ —CITY—/4/)l Al STATE ZIP—? 3 7 BUSINESS PHONE: ( ) �3`� -a -VOO FAX NUMBER( _) CELL PHONE ��� 3�`1 9 UALIFIER'S NAME: zd z ;?,f QUALIFIER'S LIC NUMBER: C&6 0�`1 92(p STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD (850) 487-1395 ��W2.4 1940 NORTH MONROE STREET TALLAHASSEE FL 32399-0783 PARLADE, PEDRO I CYMA CONSTRUCTION LLC 13812 SW 16 TERRACE MIAMI FL 33175-7517 Congratulations! With this license you become one of the nearly one million Floridians licensed by the Department of Business and Professional Regulation. Our professionals and businesses range STATE OF FLORIDA from architects to yacht brokers,from boxers to barbeque restaurants, bEPARTMENTQF BUSINESS AND and they keep Florida's economy strong. PROFESSibNALREGULATION Every day we work to improve the way we do business in order to CGC037426 :;`� 58t1ED 08/13/2014 serve you better. For information about our services, please log onto " m www.myfloridalicense.com. There you can find more information CERTIFIED GENCLONTRACTOR about our divisions and the regulations that impact you, subscribe PARLADE PED`Rfl to department newsletters and team more about the Department's CYMACONS LLC' initiatives. Our mission at the Department is: License Efficiently, Regulate Fairly. .We constantly strive to serve you better so that you can serve your customers. Thank you for doing business in Florida, 1S CERTIFIED untler the pfovisions of Ch.489 FS. and congratulations on your new license! Expiration date :Auc 31,2016 L1408130001736 i DETACH HERE RICK SCOTT, GOVERNOR KEN LAWSON, SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD CGC037426 The GENERAL CONTRACTOR Named below IS CERTIFIED V.% Under the provisions of Chapter 489 FS. Expiration date: AUG.31, 2016 PARLADE, PEDRO I """ CYMA CONSTRUCTION-Lb 13812 SW 16 TERRACE �° ~ MIAMI.: ..-Ft-31115-75117 .. « k� ISSUED: 08/13/2014 DISPLAY AS REQUIRED BY LAW SEQ# L1408130001736 W21010 Local Business Tax Receipt Miami—Dade County, State of Florida —THIS IS NOTA BILL — DO NOT PAY 6604020 \-LBT -) �+ BUSINESS NAME&OCATION RECEIPT NO. EXPIRES CYMA CONSTRUCTION LLC RENEWAL SEPTEMBER 30, 2015 13812 SW 16 TERR 6874722 Must be displayed at place of business MIAMI R 33175 Pursuant to County Code Chapter BA—Art.9&10 OWNER SEC.TYPE OF BUSINESS CYMA CONSTRUON LLC 196 GENERAL BUILDING CONTRACTOR PAYMENT RECEIVED CTI CGC037426 BY TAX COLLECTOR Worker(s) 1 $82.50 10/31/2014 CREDITCARD-15-002192 This Local Business Tax Receipt only confirms payment of the Local Business T nEL The Receipt is not a license, permit or a certification of the holder's qualifications,to do business. Holder must comply with any governmental or nongovernmental regulatory laws and requirements which apply to the business. The RECEIPT N0.above must be displayed on all commercial vehicles—Miami—Dade Code Sec ea-276. For more information,visit www.miamidade.go�X 30/06/2015 15:42 305-944-5519 Capital Insurance Page 1/1 DATE(MM/DD/YYYY) `.- CERTIFICATE OF LIABILITY INSURANCE 06/30/15 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 CONSTITUTEA CONTRACT BETWEEN THE ISSUING INSURER(S),AUTHORIZED REPRESENTATIVE OR PRODUCER,AND THE CERTIFICATE HOLDER. IMPORTANT: If the certificate holder is an ADDITIONAL INSURED,the policy(les)must be endorsed. If SUBROGATION IS WAIVED,subject to the terms and conditions of the policy,certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such endorsement(s). PRODUCER CONTACT Christina Sosa Capital Ir1SUfanCe - PHONE FAX (305)944-4418 AIC No): (305)944-5519 1940 NE 163rd Street -M IL AQDRESSchristinasosa@yahoo.com North Miami Beach,FL 33162 INSURERS AFFORDING COVERAGE NAIC 0 Phone (305)944-4418 Fax (305)944-5519 INSURER A: International Ins.Co.of Hannover SE INSURED INSURER B Cyma Construction,LLC INSURER C 13812 SW 16th Ter INSURER D: MiarTii,FL 33175- 786-337-2460 INSURER E: INSURER F: COVERAGES CERTIFICATE NUMBER: REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED. NOTWITHSTANDING ANY REQUIREMENT,TERM OR CONDITION OF ANY 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. LLTTR TYPE OF INSURANCE ADDL UBR POLICY EFF POLICY EXP POLICY NUMBER MM/DDM'YY MMlDD/YY GENERAL LIABILITY YY LIMITS EACH OCCURRENCE $ 500,000.00 © COMMERCLALGENERAL LLABILITY PREMISES(Ea occurrence)cu $ 100,000.00 A ❑ CLAMS-MADE ❑ OCCUR IG06A006856-00 MED EXP(Anyone person) $ 5,000.00 ❑ 11/04/2014 11/04/2015 PERSONAL&ADV NJURY $ 500,000.00 GENERAL AGGREGATE $ 1,000,000.00 G EN'L AGGREGATE LIMIT APPLIES PER: PRODUCTS-COMP/OP AGG $ 1,000,000.00 ❑ POLICY El ,E ❑ LOC $ AUTOMOBILE LIABILITY COMBINED SINGLE LIMIT Ea❑ ANVAUTO accident ALL BODILY INJURY(Per person) $ ❑ AUTOSNED ❑ AUTOS DULED ❑ HIRED AUTOSNON-OWNED BODILY INJURY(Peraccidert $ ❑ AUTOS PROPERTY DAMAGE(Peraccide $ UMBRELLA LIAB OCCUR ❑ EXCESS LIAR ❑CLAIMS-MADE EACH OCCURRENCE $ ❑ DED 1:1RETENTION AGGREGATE $ WORKERS COMPENSATION $ AND EMPLOYERS'LIABILITY /N ❑WC yTAT� 1:1OTH- ANY PROPRIETOR/PARTNER/EXECUTIVE OFFICER/MEMBER EXCLUDED? N/A E.L.EACH ACCIDENT (Mandatory In NH) $ Ifyes,describe under E.L.DISEASE-EA EMPLOYE $ DESCRIPTION OF OPERATIONS below E.L.DISEASE-POLICYLIM IT $ DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES (Attach ACORD 101,Additional Remarks Schedule,If more space Is required) Certificate Holder is not an additional insurance. General Contractor, License No CGC 037426 CERTIFICATE HOLDER CANCELLATION SHOULD ANY OF THE ABOVE POLICIES BE CANCELLE Miami Shore Village Building Department THE EXPIRATION ATE THEREOF,NOTICE WILL BE DELIVERED IN D BEFORE 10050 NE 2nd Avenue ACCORDANCE WITH THE POLICY PROVISIONS. Miami Shores,FL 33138 AUTHORIZED REPRESENTATIVE r ACORD 25(2010/05)QF ©1988-2010 ACORD CORPORATION. All rights reserved. The ACORD name and logo are registered marks of ACORD via . JEFF ATWATER CHIEF FINANCIAL OFFICER STATE OF FLORIDA DEPARTMENT OF FINANCIAL SERVICES DMSION OF WORKERS'COMPENSATION **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 law. EFFECTIVE DATE: 6/16/2014 EXPIRATION DATE: 6/15/2016 PERSON: PARLADE PEDRO I FEIN: 271254193 BUSINESS NAME AND ADDRESS: CYMA CONSTRUCTION LLC 13812 SW 16 TERRACE MIAMI FL 33175 SCOPES OF BUSINESS OR TRADE: LICENSED GENERAL CONTRACTOR 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 under this section may not recover benefits or compensation under this chapter.Pursuant to Chapter 440.05(12),F.S.,Certificates of election to be exempt...apply only within the scope of the business or trade listed on the notice of election to be exempt.Pursuant to Chapter 440.05(13),F.S.,Notices of election to be exempt and certificates of election to be exempt shall be subject to revocation ff,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 on the certificate to meet the requirements of this section. DFS-F2-DWC-252 CERTIFICATE OF ELECTION TO BE EXEMPT REVISED 07-12 QUESTIONS?(850)413-1609 N 1 N1 LC 13812 SW 16 Terrace-Miami,Florida 33175-(786)337 2460 Date: Dle 30 li,52 State of f-1 0,2-1,D A County ofr47,jf Before me this day personally appeared ?x,20_, PIP-i-AD i�- who, being duly sworn, deposes and says: That he or she will be the only person working on the project located at; ,5 l cow Z!yiyg;HCE 4.2o4 All %07 .4 1/6 Sworn to(or affirmed)and subscrbided before me this 30 day of )VtJF- 20 i 6 , by Personally know V Or produced Identification Type of Identification produced Print or type or Stamp Name of Notary ,`S""""• JULIANA DURAN PfiY PVB.' Notary Public-State of Florida _•: : • My Comm.Expires Aug 11.2016 Commission#EE 202970 Bonded Through National Notary Assn. ♦SNORES 1161 ,,,, Miami shores Village yh ��6 Building Department R1Dp' 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 Fax: (305) 756.8972 Notice to Owner — Workers' Compensation Insurance Exemption Florida Law requires Workers' Compensation insurance coverage under Chapter 440 of the Florida Statutes. Fla. Stat. § 440.05 allows corporate officers in the construction industry to exempt themselves from this requirement for any construction project prior to obtaining a building permit. Pursuant to the Florida Division of Workers' Compensation Employer Facts Brochure: An employer in the construction industry who employs one or more part-time or full-time employees, including the owner,must obtain workers' compensation coverage. Corporate officers or members of a limited liability company (LLC) in the construction industry may elect to be exempt if: 1. The officer owns at least 10 percent of the stock of the corporation, or in the case of an LLC,a statement attesting to the minimum 10 percent ownership; 2. The officer is listed as an officer of the corporation in the records of the Florida Department of State,Division of Corporations;and 3. The corporation is registered and listed as active with the Florida Department of State,Division of Corporations. No more than three corporate officers per corporation or limited liability company members are allowed to be exempt. Construction exemptions are valid for a period of two years or until a voluntary revocation is filed or the exemption is revoked by the Division. Your contractor is requesting a permit under this workers' compensation exemption and has acknowledge that he or she will not use day labor,part-time employees or subcontractors for your project.The contractor has provided an affidavit stating that he or she will be the only person allowed to work on your project. In these circumstances,Miami Shores Village does not require verification of workers' compensation insurance coverage from the contractor's company for day labor,part-time employees or subcontractors. BY SIGNING BELOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. Signature: Owner State of Florida County of Miami-Dade The foregoing was acknowledge before me this �day of �L`�j�}� 12015 . By to Ae—(,tG& who is personally known to me or has produced as identification. JULIANA DURAN Notary: A0o Notary Public State of Florida •_My Comm.Expires Aug 11,2016 41 SEAL: �;1 p Commission#EE 202970 ,' "OF„:�` Bonded Through National Notary Assn. 4 t JOSE A MARTINEZ P.E Civil Structural Engineers j Lic. # PE-031509 STRUCTURAL CALCULATION "'• • ...... .. ...... FOR .... .. . ..... ...... .... ..... .. .. .... ...... WOOD TRELLIS . . . . ...... 9204 NW 10th AVENUE MIAMI FL 33138. 24 E. 5t"St. Hialeah, FL 33010 Phone: (305)887 4417 Fax: (305)884 3967 4 JOSE A MARTINEZ P.E Civil Structural Engineers Lic. # PE-031509 STRUCTURAL CALCULATION FOR WOOD TRELLIS 9204 NW 10th AVENUE MIAMI FL 33138. INDEX: . . .... ...... 1.- DESIGN CRITERIA---------------------------------------PAGE #1 •• •••• . ...... .. ...... ...:.. 2.-WIND LOAD ------------------------------------------------PAGE #1-5 ...... 3.- REACTION ----------------------------------------------PAGE #6 .... ..... 4.- DESIGN TIMBER JOIST---------------------------------PAGE #7-8 ••• ;• 5.- DESIGN TIMBER BEAM------------------------------PAGE #9-11 •• ;• • •. 6.- DESIGN TIMBER COLUMN---------------------------PAGE #12-13 7.- PRODUCT CONTROL APPROVAL--------------------PAGE #14-26 24 E. 51h St. Hialeah, FL 33010 Phone: (305)887 4417 Fax: (305)884 3967 I.— DESIGN CRITERIA Florida Building Code 2010 Wind Load: ASCE 7-10 - Wind Velocity 175 mph - Risk Category II - Exposure C - Kd = 0.85 • Design Loads: • Floor Loads - Live Load= 100 psf - Dead Load= 40 psf • Roof Loads: - Live Load= 25P sf - Dead Load= 30 psf • Concrete Strength at 28 days - 3000 psi . . .... ...... • Reinforcing - 60,000 psi '..• : •• • Wood — Fb 1,200 psi •••••• •• •••••• • Masonry— F'm 1,500 psi (F'c=1900 psi) ';;; • ' • Presumably Soil Bearing Capacity = 2000 psf • .... .. .. ..... ...... .... ....• .. .. .... ...... 2.— WIND LOADS (ANSI/ASCE 7-10) METHOD 2 — ANALYTICAL PROCEDURE **too* • -Florida Building Code 00 6 -Wind (New building) -Basic Wind Speed: V= 175 mph (FBC 2010) -Structural Category: II -Exposure Category: C -Roof Type: Hip Roof -kd=0.85 -Importance Factor 1=1.0 (FBC 2010) By Calculations: Design Presures for Components and Cladding Roof Design Wind Presure Design Presures or Main Wind Force Resisting System MecaWind Pro v2 . 2 . 6 . 2 per ASCE 7-10 Dev' d i'} ME':l I'IIti IpI i .�__, Inc. (;ht WWW.rnI ,IIntert ia 'm Date 6/26/2015 Project No. Company Name : JOSE MARTINEZ P.E Designed By Lic. # PE-031509 Address 24 E 5 St HEALEAH FL 33010 Description City MIAMI Customer Name State FL. Proj Location Input Parameters: Directional Procedure Open Building (Ch 27 Part 1) Basic Wind Speed(V) = 175.00 mph Structural Category = II Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Damping Ratio (beta) = 0.01 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 = 2 : 12 Slope of Roof(Theta) = 9.46 Deg D: Roof Hor. Width = 19.33 ft L: Roof Length along Ridge= 12.08 ft h: Mean Roof Ht = 8.33 ft Type of Roof = MONOSLOPE Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method 0000•• Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 • • 0000 0000.• •• • 0000 • • • • Gust Factor Category II Rigid Structures - Complete Analysis 0•••0• •• • •••0•• Zm: 0.6*Ht = 15.00 ft • 0 lzm: Cc*(33/Zm)^0.167 = 0.23 00•••0 • �•0••• Lzm: 1*(Zm/33)^Epsilon = 427.06 ft •••• • • • • Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.96 000000 0•••00 •00•• Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.90 0 0 ••0••• 0000 •00•• Gust Factor Summary 00 00 •000 0.00.0 Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 •000•• 0 0 000••0 Open Building-Monoslope Roof per Figure 27.4-4: 0 0 • • • • • • 0000•• 0.5 L 0.5 L CN r r 'C-.\L 'J h Normal to Ridge - Open Building - Monoslope Roof per Figure 27.4-4: Gamma = 0 degrees, Clear Wind Flow Load Cnw Cnl Windward Wind Pres.Leeward Wind Pres. Case psf psf --------------------------------------------------------------- A -0.680 -1.080 -19.618 -31.159 B -1.530 .000 -44.141 .000 Normal to Ridge - Base Reactions - Roof +GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Roof Windward -19.62 123 .00 0.76 2.29 10.2 .0 .0 Roof Leeward -31.16 123 .00 1.21 3.64 4.0 .0 .0 ------------------------------------------------------------------------------------- Total .00 246 .00 1.98 5.93 14.2 .0 .0 Normal to Ridge - Base Reactions - Roof -GCpi Description Press Area Fx Fy Fz Mx My Mz psf £t^2 Kip Kip Kip K-£t K-ft K-ft ------------------------------------------------------------------------------------- Roof Windward -44.14 123 .00 1.72 5.15 23.0 .0 .0 ------------------------------------------------------------------------------------- Total .00 123 .00 1.72 5.15 23.0 .0 .0 Normal to Ridge - Base Reactions - Roof MIN Description Press Area* Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------- Total .00 0 .00 .00 .00 .0 .0 .0 •••• • • •••• •••••• Notes - Normal to Ridge • • • • • Normal to Eave - Open Building - Monoslope Roof per Figure 27.4-4: •• • •••�•• • •••••• •• • •••••• Gamma = 180 degrees, Clear Wind Flow •••o•• • • • •••••• 0000 Load Cnw Cnl Windward Wind Pres.Leeward Wind Pres. • • • • • Case psf psf •••• •• •• ••.••• -------------------------------------------------------- •••••• •••• ••••• A 1.000 1.530 28.851 44.141 •••••• •••••• •••••• B 1.650 0.380 47.603 10.963 •••••• • •• • • • • •••••• Normal to Eave - Base Reactions - Roof +GCpi •••••• Description Press Area Fx Fy Fz Mx My •S4z • •• :•� • • psf ft^2 Kip Kip Kip K-ft K-ft K-ft •• • ------------------------------------------------------------------------------------- Roof Windward 28.85 117 .00 -0.35 -3.37 -19.4 .0 .0 Roof Leeward 44.14 117 .00 -0.54 -5.15 20.7 .0 .0 ------------------------------------------------------------------------------------- Total .00 235 .00 -0.89 -8.52 1.3 .0 .0 Normal to Eave - Base Reactions - Roof -GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Roof Windward 47.60 117 .00 -0.58 -5.56 -32.0 .0 .0 Roof Leeward 10.96 117 .00 -0.13 -1.28 5.1 .0 .0 ------------------------------------------------------------------------------------- Total .00 235 .00 -0.71 -6.84 -26.8 .0 .0 Normal to Eave - Base Reactions - Roof MIN Description Press Area* Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- ------------------------------------------------------------------------------------- Total .00 0 .00 .00 .00 .0 .0 .0 Notes - Normal to Eave Along Ridge - Open Building - Monoslope Roof per Figure 27.4-4: Gamma = 90 degrees, Clear Wind Flow Length Along Roof Angle Load Cn Wind Press Along Ridge Ridge of Roof (Theta) Case psf psf ----------------------------------------------------------------- <= 8.3 Theta<=45 deg A -0.800 -23.080 B 0.800 23.080 >8.36<=2*8.3 Theta<=45 deg A -0.600 -17.310 B 0.500 14.425 Along Ridge - Base Reactions - Roof +GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K-ft K-ft K-ft ------------------------------------------------------------------------------------- Roof (0 to h) -23.08 132 .00 0.39 3.02 8.7 -16.6 2.1 Roof (h to 2h) -17.31 132 .00 0.29 2.26 6.5 6.4 -0.8 ------------------------------------------------------------------------------------- Total .00 264 .00 0.68 5.28 15.2 -10.2 1.3 Along Ridge - Base Reactions - Roof -GCpi Description Press Area Fx Fy Fz Mx My Mz psf ft^2 Kip Kip Kip K-ft K-£t K-ft ------------------------------------------------------------------------------------- Roof (0 to h) 23.08 132 .00 -0.39 -3.02 -8.7 16.6 -2.1 Roof (h to 2h) 14.43 132 .00 -0.24 -1.89 -5.4 -5.3 0.7 ------------------------------------------------------------------------------------- Total .00 264 .00 -0.63 -4.91 -14.1 11.3 -1.4 •••• Along Ridge - Base Reactions - Roof MIN • • • • •••• •••••• Description Press Area* Fx • P Fy Fz Mx My •••Mz: •••• • psf ft^2 Kip Kip Kip K-ft K-ft ••eft •••• ••••�• ------------------------------------------------------------------------------- --------------------------------------------------------------------- •••••• • • • Total .00 0 .00 .00 .00 .0 .00000 0.0 • • 0000 Notes - Along Ridge •••••• •••• •••••• Total Base Reaction Summary • • •• •• •••• •••••• • Description Fx Fy Fz Mx My ���Yz; • �• Kip Kip Kip K-ft K-ft • K-fto • • • •••• •••••• ----------------------------------------------------- Normal to Ridge Roof +GCpi .0 2.0 5.9 14.2 .0 ••�� .0 ••• �••••• Normal to Ridge Roof -GCpi .0 1.7 5.2 23.0 .0 .0 • • • Normal to Ridge Roof MIN .0 .0 .0 .0 .0 .0 00 • Normal to Eave Roof +GCpi .0 -0.9 -8.5 1.3 .0 .0 Normal to Eave Roof -GCpi .0 -0.7 -6.8 -26.8 .0 .0 Normal to Eave Roof MIN .0 .0 .0 .0 .0 .0 Along Ridge Roof +GCpi .0 0.7 5.3 15.2 -10.2 1.3 Along Ridge Roof -GCpi .0 -0.6 -4.9 -14.1 11.3 -1.4 Along Ridge Roof MIN .0 .0 .0 .0 .0 .0 Notes Applying to MWFRS Reactions: Note (1) Cnw- Net Press (contrib from top and bottom surf) for windward roof surf. Note (2) Cnl- Net Press (contrib from top and bottom surf) for leeward roof surf. Note (3) Cn- Net Press (contributions from top and bottom surfaces) . Note (4) + = Pressure acting toward surface, - = Pressure acting away from surface. Note (5) Per Fig 27.4-1, Note 9, Use greater of Shear calculated with or without roof. Note (6) X= Along Building ridge, Y = Normal to Building Ridge, Z = Vertical Note (7) MIN = Minimum pressures on Walls = 9.6 psf and Roof = 4.8 psf Note (8) MIN area is the area of the surface onto a vertical plane normal to wind. Note (9) Total Roof Area (incl OH Top) = 236.13 sq. ft Wind Pressure on Components and Cladding (Ch 30 Part 5) L a h r � i L Monoslope Roof '•'• • • All pressures shown are based upon ASD Design, with a Load Factor of F, •• • •••• • •••••• •• • •••••• Width of Pressure Coefficient Zone "a" _ = 3.00 ft • Description Width Span Area Zone Cn Cn Max P Min A••• • • • • ft ft ft^2 Max Min psf psf•••••• •••••i ••••• • • • •••• ••••• JOIST 1 0.33 10.08 33.9 3 2.48 2.31 71.51 66.•62•••••• • • COLUMN 1 0.67 7.67 19.6 3 2.48 -2.31 71.51 -6662 •• •••• ••••i• BEAM 1 0.25 19.33 124.5 3 1.65 -1.53 47.67 -44a1A•••• • • • • • • •••••• 3.- REACTION: Truss Q1 Q2 TRIBUTARY TRIBUTARY Uplift DL LL DL+LL Net Mark (psfl (ps f) WIDTH AREA LENGTH Reaction Reaction Reaction Reaction Uplift (Ibs) (Ibs) (Ibs) (Ibs) (Ibs) JOIST 71.5 66.62 11.50 0.33 1.8975 126 28 57 85 109 BEAM 71.5 66.62 19.33 0.25 2.42 161 36 72 109 139 Use connectors as represented in the plane. All anchors and connectors shall be galvanized or stainless steel. -Connections wood column to beam fastened to pin pile W/ (2) 3/4" O thru bolts at each post. -Deck connections joist to beam with NVUH26 Hanger by NU-VUE Gauge 14 W/ (20) 16dx11/2" nails to header and (10) 10dx11/2" nails to joist. N.O.A. #08-0326.11 J. - -Wood trellis connections, joist to beam with AB-7 angle clips by NU-bUE Uauge.,1R W/ (4) 10dx11/2" nails to header and (4) 10dx11/2" nails to joist N.O.A. #:043;9206.1'7.0 ••••�• 066.0. 0 0000.. 0000 0000 0000 0000. 0000.. 0000 0000. 0000 0000 0000.. 0000.. 0000.. . . 0000.. .. 0000 4.-CALCULATION TIMBER JOIST: Roof trellis: • WOOD JOIST Span =10.00 ft Roof DL=15 psf LL=30 psf or 200 lbs concentrated load Vertical Loads. Roof DL = 15 x 0.33 = 4.95 plf Total Vertical Load DL = 5 plf Roof LL = 30 x 0.33 = 9.90 plf or LL = 200 lbs concentrated load in the middle •••• Total Vertical Load LL = 200 lbs .'. *see • ...... .. . ...... By Calculations Annexed: • YYYY . . . • USE 4"x8"@24" PT WOOD JOIST, SOUTHERN PINE, 2-4 TRICK, 8 MME. " '• ••�•�• ...... .... ..... .. .. .... YYYYYY i Title: WOOD DECK Job#12-18 Dsgnr: J.M. Date: 9:32AM, 26 JUN 15 Description:950 BAY VILLAS Scope Rev: 580001 User:KW-0605358,Ver 5.8.0,1-Dec-2003 Timber Beam & Joist Page 1 r tc)1983-2003 ENERCALC Engineering Software 14-118 EL PULPO COJO 2410 E STH AVE.HIALEAR a ,'.4^.-+^.1 ASfa'_..�.w*7�r a%�in ,��yT_�.e�+:S'nP_�f .e2�x5s1+1 aYG.:r�Aar.,c.Y"�.i»P,Y!4+*II"kx..i�R�s'rY+Tsh,�. "a-'f+A�i:NX.-scsr'..a��.�%lx' �' -N; a: .,.:n.•'�F#v�.a!,:pN`+'1afE,'k�;'�.u./:f✓z..r.-k,.,.,tY .k;:.:a�+..,,. �- Description ROOF TRELLIS JOIST DESIGN 4"x6"SPAM 10.00'@24" Timber Member Information Code Ref:2001 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined. .JOIST 4x6 SPAM 0.0 Timber Section 4x8 Beam Width in 3.500 Beam Depth in 7.250 Le:Unbraced Length ft 0.00 Timber Grade 5outhern Pine, Ho.2 2 4 Thick, Fb-Basic Allow psi 1,200.0 Fv-Basic Allow psi 175.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Manuf/Pine Repetitive Status No Center span Data • • • Span ft 10.00 •• • •••• • Dead Load #/ft 5.00 0 0 0.0• •• 0 0 0.0.0 Live Load #/ft *see** • • • 0000•• Point#1 DL lbs 0000 • • • • LL lbs 200.00 • • • • • 0000 •• •• 0000• @ X ft 5.000 • • • • 0000 0000• Results Ratio= 0.1835 0.00•• 0.00•• •• ••• Mmax @ Center in-k 6.75 •'0; 0 •• @X= ft 5.00 • • • • 0000•• 0000•• fb:Actual psi 220.1 • 0 • 0 0 Fb:Allowable psi 1,200.0 •+• i • 009 0••••+ Bending OK • • • fv:Actual psi 7.2 Fv:Allowable psi 175.0 Shear OK Reactions @ Left End DL lbs 25.00 LL lbs 100.00 Max.DL+LL lbs 125.00 @ Right End DL lbs 25.00 LL lbs 100.00 Max.DL+LL lbs 125.00 Deflections Ratio OK -- Center DL Deft in -0.006 L/Defl Ratio 18,969.7 Center LL Dell in -0.040 L/Defl Ratio 2,964.0 Center Total Defl in -0.047 Location It 5.000 L/Defl Ratio 2,563.5 k 5.- DESIGN TIMBER BEAM: Roof trellis: • Wood Beam Loads: Reaction of joist DL= 25 x 9= 225 lbs Reaction of joist LL = 100 x 9 =900 lbs By Calculations Annexed: USE 3"x10" PT Wood beam, southern pine, No2 3 trick, 10 wide. W/ (2) 3/a" o thru bolt attach to column. •••• • WOOD LEDGER • ' • 06 Span =18.00 ft •••• ' Roof DL=15 psf �• •��•�• LL-30 psf •�••�� •��� ��••� Vertical Loads. •• • Roof DL = 15 x 5= 75 plf • Total Vertical Load DL = 75 plf Roof LL = 30 x 5 = 150 plf Total Vertical Load LL = 150 lbs By Calculations Annexed: USE 3"x8" PT WOOD LEDGER W/ 5/8" 0 KWIK BOLTS @ 24" O.C. 4 MIN IN CONCRETE BEAM Title: WOOD DECK Job#12-18 Dsgnr: J.M. Date: 10:09AM, 26 JUN 15 Description:950 BAY VILLAS Scope: Rev 580001 Pae 1 User:KW-0605358,Ver 5.8.0,1-Dec-2003 Timber Beam Joist g (c)1983-2003 ENERCALC Engineering Software 14-118 EL PULPO COJO 2410 E 8TH AVE.HIALEAH Description ROOF TRELLIS WOOD BEAM DESIGN Timber Member Information Code Ref:2001 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined. BEAM SPAN 15.0' Timber Section 3X10 Beam Width in 2.500 Beam Depth in 9.250 Le:Unbraced Length ft 0.00 Timber Grade Pine, 0.2 2 4 Thick, Fb-Basic Allow psi 1,050.0 Fv-Basic Allow psi 175.0 Elastic Modulus ksi 1,600.0 Load Duration Factor 1.000 Member Type Manuf/Pine Repetitive Status No Center Span Data Span ft 15.00 Dead Load #/ft 4.00 Live Load #/ft 7.50 Point#1 DL Itis 56.00 LL Itis 225.00 @ X ft 3.000 Point#2 DL lbs 57.00 • • LL Itis 225.00 ' • '•'• '••••• @X ft 6.000 •• • •••• Point#3 DL Itis 57.00 •••••• •• • •••••• LL lbs 225.00 000000 • • • @X 9.000 •••••• Point#4 DL Itis 56.00 ' ' ' • • •••• •• •• ••••• LL Itis 225.00 ���••� •••• •���•• @ X ft 12.000 . . . • Results Ratio= 0.9163 • • •• Mmax @ Center in-k 34.30 • • • • •••••• •••••• @ X= ft 7.50 . , � • • fb:Actual psi 962.1 •••• : . •.• :�•��: Fb:Allowable psi 1,050.0 • • • •• • Bending OK i fv:Actual psi 41.6 Fv:Allowable psi 175.0 Shur OK Reactions @ Left End DL lbs 143.00 LL Itis 506.25 Max.DL+LL Itis 649.25 @ Right End DL Itis 143.00 LL Itis 506.25 Max.DL+LL lbs 649.25 Deflections Ratio OK Center DL Defl in -0.096 UDefl Ratio 1,872.5 Center LL Defl in -0.346 UDefl Ratio 520.6 Center Total Defl in -0.442 Location ft 7.500 UDefl Ratio 407.4 Title: WOOD DECK Job#12-18 Dsgnr: J.M. Date: 10:22AM, 26 JUN 15 Description:950 BAY VILLAS Scope: Rev- 580000 User:KW-0605358.Ver 5.8.0,1-Dec-2003Timber Ledger Design Page 1 1' (c)1983-2003 ENERCALC Engineering Software 14-118 EL PULPO COJO 2410 E STH AVE HIALEAH I , .e::�i:��-•:�.. -,..,:::±�s2t�.�,: SFRk::s:^;z�✓ a--Yav lRru_t^ra.,y,^Et'Yasxxa�,..:.tir�; tr�.�'-.k7 �:::»z=r..zm._:�:;..�s�.•»?> -:gsrv.>mesa"z':'n:.�.�,."c�,'ryaPa?,�+aFe3 .�fx;;r,:a„u? utt re.s.:. .�.:5?= Description WOOD LEDGER 3"x8"W/5/8" KWIK BOLTS @24" General Information Code Ref:2001 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined. �...r.cR:,at�a-. F.k; �Yr4u. .A:�i»'Va: ..:d:.-.iL.��,.+k:.:`¢.n`.w.rs: •.':,ti.,..M...,4^..�"(> ...- _; , rx".�ta..-.,#+e:.:zi...<m�..:th+.h. 4..:.�r .,.x..3^,}`..r';<"!4k*:+=.rV:.1*F.,._� '. Ledger Width 2.500 in Uniform Load... Point Load... Ledger Depth 7.500 in Dead Load 75.00#/ft Dead Load 0.00 lbs Ledger is Bolted to Concrete Live Load 150.00#/ft Live Load 0.00 lbs Bolt Diameter 5/8" Spacing 0.00 ft Bolt Spacing 24.000 in Horizontal Shear 0.00#/ft Offset 0.00 in Load Duration Factors... Southern Pine,No.2 2-4 Thick,8 Wide Live Load 1.250 Fb Allowable 1,200.0 psi Short Term 1.330 Fv Allowable 175.0 psi Ledger stresses Load Combination: DL+LL DL+ST DL+ILL+ST ,. Maximum Moment 900.00 in-# 300.00 in-# 900.00 in-# Bending Stress 38.40 psi 12.80 psi 38.40 psi Stress Ratio 0.026 0.008 0.024 MaximumShear 319.92 Ibs 106.64 Ibs 319.92 lbs Shear Stress 17.06 psi 5.69 psi 17.06 psi Stress Ratio 0.078 0.024 0.073 BOIt Loading Note:Bolt Design Value from NDS 8.2/UBC 23 Using:Southern Pine :x._r"t:`F.eYiT:.�n3t"¢"F$di:a5.xA47�6+,tA#R�La4.+2iaiSCl tYYiv AYFYY?.N1:R.^'�'Y +.MG'tiliv,$'A'v"b ..`4W'-�[+t@'Sb'N. '�";;,/akr`F'tia's'TA�fiM.7M4SG�2CdS.�: �"tl..:'$1�i5b3'PC�d.YRt°wuiNM1P.e.:r'�;' !3�:�714RbFioY4:4$d'#�#tA,'.::'i�YflESI� Stress Summary DL+LL DL+ST DL+LL+ST Max.Vertical Load 450.00 lbs 150.00 lbs 450.00 lbs • • Allow Vertical Load 4,062.50 lbs 4,322.50 lbs :4,31il.G0 lbs • • 696411:6 Max.Horizontal Load 0.00 lbs 0.00 lbs s• 0.80 lbs • : • • Allow Horizontal Load 7,687.50 Ibs 8,179.50 lbs �$,1:9.90 lbs �• • "•"• Angle of Resultant 90.0 degrees 90.0 degrees •"09d0 degrees ' ; �,•; Diagonal Component 450.00 lbs 150.00 Ibs •'%56.Q0 lbs .' ; • • Allow Diagonal Force 698.49 lbs 733.06 lbs •953.06 lbs •• •• ••••• W4:1.0Y•• •� ••• ••••• Final Stress Ratio 0.644:1.00 0.205:1.00 •: •• •• •••• •••••• Summary 1Nroo ttiress&Bolts OK '. Stress Summary DL+LL DL+ST OL+LLtST ;"'•• Wood Bending Stress Ratio 0.026 :1.00 0.008 :1.00 ••015,0:4 :1.00* 0.9 :6000: Wood Shear Stress Ratio 0.078 :1.00 0.024 :1.00 0.073 :1.00• • Bolt Stress Ratio 0.644 :1.00 0.205 :1.00 0.614 :1.00 6.- DESIGN TIMBER COLUMN: Span=7.67 ft Loads: Reaction of beam DL=143.00 x 2 = 286.00 lbs Reaction of beam LL= 506.25 x 2 = 1012.50 lbs By Calculations Annexed: USE 8"x8" PT WOOD COLUMN, No2 SOUTHERN PINE8 TRICK, 8 WIDE. 0000 00 . . 0000 0000.. .. 0000 0000.. 0000.. 0000 0000 0000 0000. 0000.. 0000 0000. 0000.. . . . :*096: 0000.. . . .000% .. 0000 Title: WOOD DECK Job#12-18 Dsgnr: J.M. Date: 10:14AM, 26 JUN 15 Description:950 BAY VILLAS Scope: Rev: 580000 User KW-0605358,Ver 5.8.0,1-Dec-2003 Timber Column Design Page 1 _ (c)1983-2003 ENERCALG Engineering Software 14-118 EL PULPO COJO 2410 E STH AVE.HIALEAH. .ak._:teist✓:,�t. SrF,4�:r"r."F,"n�";,'hR:f.R�.^SG�"..*��aL`an`'PY-2-a' ..n,:.r.;:Ft.'f.'fi;�.1 ,x,^..cr_.:f.Fn^z>MP ;PE/,:,d+.t k'^,s.,":�S -�...4:;ts Y. ;+.::n:.es t' -..r,`°,t'+S��Y'�� :�e.d'eRM v,ti:-5......3.'.�_%..�,. .J Description COLUMN DESIGN 8"x8" General Information Code Ref:2001 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined. ..�K��2FY(F� '!?..� �4»z'-,: �6Nr.m?".K.,;:�.Yvd...F"i..kS.`x".;fS`�.a..sH'C�:'PKbA�✓;il<-"JhsxlfiTt+v*+..��`'»(a�`S£'df,:/::�'l+»"h.. moi.. ..."i ',�.c+r!a,.: >'.s`F t;,._..'K Y,'' hnr..s+e,3�&+"c"S.t,.¢.a. :��IF. C.N iy'.eY,.:.d +.i,�e�'» , .. Wood Section 8x8 Total Column Height 7.67 ft Le XX for Axial 0.00 ft Rectangular Column Load Duration Factor 1.00 Le YY for Axial 0.00 ft Column Depth 7.50 in Fc 225.00 psi Lu XX for Bending 0.00 ft Width 7.50 in Fb 350.00 psi E-Elastic Modulus 1,000 ksi Spruce-Pine-Fir(South),No.2 Loads Dead Load Live Load Short Term Load Axial Load 246.00 lbs 1,013.00 lbs 0.00 lbs Eccentricity 0.000in Summary Column OK Using : 8x8,Width=7.50in, Depth=7.50in, Total Column Ht=7.67ft DL+LL DL+LL+ST DL+ST fc:Compression 22.38 psi 22.38 psi 4.37 psi FG:Allowable 225.00 psi 225.00 psi 225.00 psi fbx :Flexural 0.00 psi 0.00 psi 0.00si F'bx:Allowable 350.00 psi 350.00 psi 350.0:,psi•• • • ••• 6666•• Interaction Value 0.0995 0.0995 •• 0.0194• :•• •• 6666• Stress Details ••• •• • �h't„>;a}",. ..:r` .'kap`-�:.F:�... ,..+xrY,r..%..,..3,:.,- t-.}S�aY�Y.Kf' +a:..�Y.t:.'.�r.w ;3za;'-s_;��5:.�-_-:,4XII' i.�� ,. mavk.�_. W "". ., �sa"v'y.`,"'..;YyA. ___ _ �,�!•• Fc:X-X 225.00 psi For Bending Stress Calcs... • • • • •• Fc:Y-Y 225.00 psi Max k`Lu/d 6666 •066•50.6(1 • • • F'c:Allowable 225.00 psi Actual k`Lu/d 66•66•• 4411••• 60606 F'c:Allow`Load Dur Factor 225.00 psi Min.Allow k`Lu/d 00 0• 11 AC 0 0 00 00;' F'bx 350.00 psi Cf.-Bending ;'•;•; 1.000 • 00 F'bx`Load Duration Factor 350.00 psi Rb:(Le d/b12)1.5 • • 1.QQ4 • •••••• For Axial Stress Calcs... • • • •••••• Cf:Axial 6 1.:00 Axial X-X k Lu/d 0.&1 6 Axial Y-Y k Lu/d 0.00 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-244163 Permit Number: DGT-6-15-1636 Scheduled Inspection Date: October 09, 2015 Permit Type: Dec ks/Gazebos/Trel I ises Inspector: Rodriguez,Jorge Inspection Type: Final Owner: MONICA VEIGA, FRANK SICOLI Work Classification: Pergola Job Address:9204 NE 10 Avenue Miami Shores, FL Phone Number Parcel Number 1132060060020 Project: <NONE> Contractor: CYMA CONSTRUCTION LLC Phone: (786)337-2460 Building Department Comments NEW PERGOLA 16 X 12 Infractio Passed Comments INSPECTOR COMMENTS False Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-244088. CREATED AS REINSPECTION FOR INSP-238105. No access Gate locked Print photos Failed ❑ Pass footing and frame Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. October 08, 2015 For Inspections please call: (305)762-4949 Page 16 of 27 MIAMMAD MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street,Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES(RER) Miami,Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T(786)315-2590 F(786)315-2599 NOTICE OF ACCEPTANCE (NOA) www.mlamidade.eov/economy Nu-Vue Industries,Inc. 1055 East 29`°Street Hialeah,FL 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami-Dade County RER- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below.The Miami-Dade County Product Control Section(In Miami Dade County)and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code,including the High Velocity Hurricane Zone. DESCRIPTION:Series AB,NVSTA,NVHTA,NVTHJ,IKE,NVTT and NVHC-37 Steel.Wddd Connectors • . . 0000 0000.. .. . 0000 APPROVAL DOCUMENT:Drawing No.NU-1,titled"Truss and Top Plate Anshsa'q sheefs.l.fhrbugh 4..... of 4,dated 02/18/2008,with last revision dated 01/25/2012,prepared by Nu-Vue Indestties,Inc.,signed anci.... sealed by Vipin N.Tolat,P.E.,bearing the Miami-Dade County Product Control relM#dLstamA*i0i the • • Notice of Acceptance number and expiration date by the Miami-Dade County Prodd&*(!bntrol Smtibh. **:60. 00.00. 0000 00000 MISSILE IMPACT RATING:None '0.0 0• 0000.. LABELING: Each unit shall bear a permanent label with the manufacturer's nam$bl2bgo,city,st8 e, •, model/series,and following statement: "Miami Dade County Product Control Appt oved",unle$a odiurwise •'•' noted herein. •••••• RENEWAL ofthis NOA shall be considered after a renewal application has been filed and there has I;mn 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#12-0130.32 and consists of this page 1 and evidence page E-1,as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M.Utrera,P.E. NOA No.13-0206.17 tW p®U /� Expiration Date: May 22,2018 Approval Date: May 2,2013 Page 1 Nu-Vue Industries,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No.NU-1,titled"Truss and Top Plate Anchors",sheets 1 through 4 of 4,dated 02/18/2008,with last revision dated 01/25/2012,prepared by Nu-Vue Industries, Inc.,signed and sealed by Vipin N.Tolat,P.E. B. TESTS "Submitted under NOA#08-0325.02" Test reports on wood connectors per ASTM D1761-88 by Product Testing,Inc.,signed and sealed by C.R.Caudel,P.E. Report No. Wood Connector Load Direction Date 1. 05-5195A AB-5 F1 and F2 06/03/05 2. 05-5196A AB-7 F1 and F2 06/11/05 3. 04-4995 NVTHJ-26 Upward 01/31/05 4. 04-4996 NVTHJ-28 Upward 01/31/05 5. 05-5612 IKE-1 Upward,Ll and L2 03/20/06 6. 06-5622 IKE-2 Upward,LI and L2 05/01/06 7. 04-4908 NVTT Upward and Ll 07/21/04 8. 03-4631 NVTT Upward and Li 06/21/04 9. 08-6711 NVHC-37 Upward,L1 and L2 03/14/08 C. CALCULATIONS "Submitted under NOA #08-0325.02" •••••• •••••• 1. Shear value of common wire nails and steel plate tensile calculafion's,prepudd by ere Vipin N.Tolat,P.E.,Consulting Engineer,dated 03/20/2008,Sl= and 44(f by • Vipin N. N.To at,P.E. •... .... .. .. ..... ...... .... ..... D. QUALITY ASSURANCE ' .. .. .... ...... 1. Miami-Dade Department of Regulatory and Economic Resources . . . . ...... E. MATERIAL CERTIFICATIONS ' ' '••••• 1. None. • F. STATEMENTS 1. Statement letter of code conformance to 2010 FBC and no financial interest,dated 01/31/2013,signed and sealed by Vipin N.Tolat,P.E. "Submitted under NOA#08-0325.02" 2. Code conformance letters for all of the tests listed on Section B,issued by Product Testing, Inc.,signed and sealed by C.R. Caudel,P.E. Carlos M.Utrera,P.E. Product Control Examiner NOA No. 13-0206.17 Expiration Date: May 22,2018 Approval Date:.May 2,2013 E-1 18 Gauge Angle Clips. GENERAL NOTES: 1.Steel shall conform to ASTM A653,structural grade 33(Min,yield 33 ksi)and a minimum galvani zed coating of 0 60 per ASTM A525. vn wa tvi FI 2,Allowable loads are based on National Dosing spocifications(NDS)for wood construction, ' 2005 Edition. c—k Mr— 2 o t O 0 VOW 3.Design loads are for Southern Pine species with a specific gravity of 0.55.Allowable loads for other species shall be adjusted accordingly. L L 4.Common wire nail values are based on NDS table L IP,G--0.55 and have been reduced for Penetration Dapthfactor P/IOD, • m ' S.Allowable loads for wind uplift have already been increased by a duration factor of 60%for anchor nail. Load values shown are without 33%steel stress increase. 6.Allowable loads for more than a single connection cannot be added together. A design load AB-7 AB-5 1`ypit ttl Ingtallati0n which is divided into components in the direction given must be evaluated as follows: Actual Unlifi Allowable Uplift+ oAwa eLl +AllowableL2 7.Allowable loads are based on 1)2"thick wood members unless otherwise noted. 8.All tie beams and grouted concrete masonry shall comply with chapter 21 of FBC.Cohcrete for tie beams and grout and mortar for concrete masonry shall be a minimum of 2500 psi.Concrete Product Dimensions(inches) Fastener Schedule Alowable Loads Obs) masonry shall comply with ASTM C90. Code WI I W2 L Header Joist Fl F2 9,All tests have beat conducted in accordance with ASTM D-1761, A135 1Y2 2%6 5 3-10dx1Y2" 3-10dx1S2" 511 595 AB7 JY2 2X6 7 4-10dx1Yi" 4-lodxlYa" 582 794 t4000uCrUMVIM N•anplYka Wish oo rM•ih Neter: Nail wider angle leg to Joist and Shorter leg to Header, • • • • • • • • • VIPIN N. TOLAT, PE (CIVIL) • • •• • ,• • • • FL. REG. 12847 Nu—vue Iad-trim ie. 15123• • • • •'• • LANE 1053-1059 Best 29 Street •c• ••i ••i ••• ••• HOUSTON, TTX 77088 _ Hialak Florida 33013 (305)694-0397 Fax:(305)691-0398 TRUSS AND TOY PLKII ANCHORS . . . . • . . . . 3 eat: .imm ••• i • i i �• • ••� i i ���( �`� , Feb 18, • •• • • • • • • NiJ-1 1 of4 2,008 • •• •• • • • •• •• ••• • • • ••• • • Deep Seat Truss Anchor.. They are designed to resist lateral and uplift forces. Holden Double Strap Riveted Truss Anchor..They are designed of 14 gauge steel The strap is trade of 14 gauge stool and the seats of 20 gauge steel. plates to resist lateral and uplift forces. The seats are trade of 20 gauge steel. UPLIFT UPLIFT L� bott i iW�a n.N e0 = b NY1sPY`WIIM bo aettan Camd. tm chw W11P�to z u Assembly Dimeoalon Total No. Total No.of Assembly Dimension Total No. Total No.of Product H ofFastmara Fasteners in Allowable Londe(lbs) Product H of Fasteners Feateners 1n Allowable Loads(lbs) Code (inches) in Strap 20 GA.Seat Code (inches) inches) in two Straps 20 CSA.Seat 6 5 6 a l0d x 10d x 131," Uplift Ll L2 10d x 1W. 10d x 1%,, Uplift Uplift LL L2 NVSTA12 12 5 6 1046 700 1049 NVHTA12 12 10 6 1506 1766 1050 1450 6 6 1141 760 1144 - ---- 12 6 1695 1987 1181 1631 NV8TA16 16 7 6_ 1236 823 1239 NVHTA16 16 14 6 1883 2208 1312 1812 NVSTA20 20 8 6 1331 887 1335 NVHTA20 20 16 6 2071 2429 1444 1994 ------------------- 9 6 1426 950 1430 18 6 2259 2649 1575 2175 NV8TA22 22 NV11TA22 22 Notes: N VSTA24 24 NVHTA24 24 L Nails aro necessary in straps and seal to achieve,dosing loads. 2. See note 6,sheet 1 for combined loading. 3. Nails through chords shall not force the taus plates. 4.'For general notes,see sheet 1. 5. For higher uplift loads,concrete shall be 3000 psL 6. Based on min.2500 psi concrate. • • • • • • • • • MPIN N. TOLAT, PE(CIVIL) • • •• • • • • • FL. REG. # 12847 Nu-Vue l.daetri.%ino. • •• war• • 15123 LANTERN CREEK LANE 1033-1059 Best 29 Street ••• ••• ••• HOUSTON, TX 77068 Maleah,f4orida 33013 Aaarpa•m a��� 05)694-0397 0 isgs fg tax:(305)694-0398 By 7 TRUSS AND TOP PLATE ANCHORS • • • • • • �Usl DWG shoe:: Revision:• • • Feb 18, • • • • •• • • NU-1 2of4 • •• • • • • • • 2,008 ••• • • ••• •• • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • . . ... . . . ... . . ... . . . . ... . .. ... . • ••• 12 Gauge NVTHJ Truss Hip&Jack Hanger : : :. . a• ; . •, ;• 20G Stud Plate Ties 1 • • • • • • • • • • ••• • •• • • a •• •••o� L� • • • • • • • • e e • ••• • • • • •• UPLIFT a Left e e Right a .;,. _ _ • —c— '•: b — '� —d— y�� — b (ISOMETRIC) I— e •, h --L—•I Typ• e e 0 e , Typ.T11 .-I H Jack Header 2-2X :� '�•� 1-2x .• TYPICAL IKEI y�• IN8TALATION INE-1 ) NVTHJ-26 as shown NVTHJ-28 similar U.S.Patent No.4,984,283 ' Allowable Loads(lbs)S.Pine Nall Schedule Dimension(inches) Fasteners Allowable Loads(lbs) Product Header Product Codd uplift Nails er Hip Nail 10d Jack Nail 10d Code W H L Stud Plate Uplift Ll L2 Loads e a b total c 1 d total -- NVTHJ26 1478 16 4 3 7 2 3 5 IKB 1 1Yj 5 3% 6-10d 4-10d 787 337 337 NVTH328 1931 20 5 4 9 2 3 5 IK62 lY2 6% 3K 6-10d 7-10d 932 451 316 Note: For 1-2x momb. 10dxlY2"nails can be,used UPLIFT FL, TOLAT, PK (gVIL) 1 ����� FL. REG. # 12847 NU-VU8 Induetriea,Ino, 1053-1059 15123 LANTERN CREEK LANE 13est193uroot t�•+att vaa•shaKt7niM HOUSTON, TX 77068 Tlisbati.Florida 33013 `� • • Aee�pWeeNe (305)694-0397 n ••o NVTHJ-28 as shown p,y g Fax:(305)694-0398 ' •• NVTHJ-26 similar Q. •rltuss A1VD Tor PLATS AtdCxoxs D shoat. - mate:-- evinais: Feb 18, z g1� ' NU-1 3 of4 2,008 . . ... . . . ... .. .. . . . .. .. . . . . . . . . . . . . . ... . . . . ... 18 Gauge NVTT Sanibel Truss Strap •• A tauge 1"HC 37 5WAY Grip Clip(520) — ------------------- • . ... Product Dimensions(inches) Fasteners sohedulo Allowable Loads(lbs) ••• • • • •• ••• •• • • • • • • • • Codehollow Concrete •• • •• • •• Nail schedule Allowable Design Loads(lbs) W B H L Truss Tap Plates Masonry Uplift Ll -- ___-- ••• i :TT PAW Codb •M�ce header Joist Uplift Ll L2 NV -1 1sij6 0/4 14 13 2-10dxl%" 6-10d 968 543 or Plate or stud NVTT-2 1s _ 6�"0x1%" NVHC 37 3 Way CHp 16-8d or 12-84 or 702 560 637 JW, Ls/4 14 ]3 210dx1)fi" Tapcons 1584 465 16•I0d 1210d --__ 1. 1-1OdxlX"nail is placed on each side of the Truss and 3-10dnails in oath leg aro placed In two top plates, 2. 3-4/4"dia,x 1Y2"long,ly"embedment tapeons are placed In each leg and into the hollow concrete masonry. Maintain 2%"edge distance from top of the block and spacing of 3" " between the tspcons. ls�„ UPLIFT UPLIFT L2 L2 yLI 1 UPLIFT 4'I Nall hole �+{ Whole H MWDUCr asMl wen • emu" fLVa*1Pletila Nallhole tide 1 e4 L1 � 8 W MPIN N. 1'OLMT,'PE (CIVIL) NQ-Vue FL. REG. #j 12847 l� Lxkutriu,La-, I 11053-1059]?ast298tn"et 5123 LANTERN CREEK LANE 1� L=1 NV'1Tl As Shown HOUSTON,'1X N70ti8 llialeah%Florida 33013 NVTT 2 Shndw saespe ooaa•ro with (305)694-0397 +��4' Pax:(305)694-039$ Vona wohmshnteadof W%dPlato and Wk. — -- NVrr1and! �1... IRU88 AND TUP PLATS ANCHORS C µ"' DWG -. 8 Date seouu: L 3t 13 NU-1 4 of 4 Feb 18, 2,008 MIAMFDiADE MIAMI-DADE COUNTY,FLORIDA METRO-DADE FLAGLER BUILDING BUILDING CODE COMPLIANCE OFFICE(BCCO) 140 WEST FLAGLER STREET,SUITE 1603 PRODUCT CONTROL DIVISION MIAMI,FLORIDA 33130-1563 (305)375-2901 FAX(305)372-6339 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/buildingcode Nu-Vue Industries,Inc. 1053-1059 East 29 Street Hialeah,Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials.The documentation submitted has been reviewed by Miami-Dade County Product Control Division and accepted by the Board of Rules and Appeals(BORA)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 Division(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.BCPRC reserves the right to revoke this acceptance, if it is determined by Miami-Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code,including the High Velocity Hurricane Zone. DESCRIPTION: Series NVTA,NVTAS,NVBH,NVUH,NVRT and NVTH Wood Connectors. APPROVAL DOCUMENT:Drawing No.NU-2,sheets 1 through 4,titled"NVTA and NVTAS,NVB1424 and NVUH,NVRT and NVTH",dated 02/13/03,with last revision on 07/19/06,prepared by Nu-Vyp.. Industries,Inc.,signed and sealed by Vipin N.Tolat,P.E., bearing the Miami-Dade County ProductCvhtrol ...... revision stamp with the Notice of Acceptance(NOA)number and expiration date by*�Aami-Dads County • Product Control Division. MISSILE IMPACT RATING: None • LABELING: Each unit shall bear a permanent label with the manufacturer's name or 4ogo,city,ostateand .•••• following statement: "Miami-Dade County Product Control Approved",unless othefol0 t'rtoted hpteitr. ••'•• RENEWAL of this NOA shall be considered after a renewal application has been ill; ;rid there U;been • no change in the applicable building code negatively affecting the performance of tlos pt04uct. ....;. TERMINATION of this NOA will occur after the expiration date or if there has b*n 1 tgvisiortor change :*000: in the materials,use,and/or manufacture of the product or process. Misuse of this NC?A as'an enddrsgf*nt 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#05-0701.04 and consists of this page 1 and evidence pages E 1 and E2,as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M.Utrera,P.E. NOA No:08-0326.11 Fo�necorx�irt� Expiration Date: August 21,2013 - Approval Date:May 22,2008 Page 1 Nu-Vue Industries,Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Drawing No.NU-2, sheets 1 through 4,titled"NVTA and NVTAS,NVBH 24 and NVUH,NVRT and NVM', dated 02/13/03 with last revision on 07/19/06,prepared by Nu-Vue Industries,Inc., signed and sealed by Vipin N. Tolat, P.E. "Submitted under NOA No. 05-0701.04" B. TEST Test reports on wood connectors per ASTM D 1761 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. and S. E. Black, P.E. Report No. Wood Connector Direction Date 1. PT 02-4073 NVTA Upward 11/06/02 2. PT 02-4075 NVTA Upward 11/07/02 3. PT 02-4074 NVTA Upward 11/06/02 4. PT 02-3938 NVTA Upward 08/06/02 5. PT 03-4177 NVRT36 Upward 02/03/03 6. PT 03-4202 NVRT36-T Upward 02/19/03 7. PT 03-4271 NVRT36-T Upward 03/27/03 8. PT 03-4270 NVRT24-T Upward 03/27/03 9. PT 02-4095 NVUH26 Up&Downward 01/17/03 10. PT 02-4096 NVBH24 Up&Downward 12/03/02 11. 31-22456.0002 NV"rA&NVTAS Lateral 07(46/02 12. PT 04-4698 NVTH24 Upward Parallel/Pe!pendicular b4M4 ...... 13. PT 04-5036 NVTH24 Upward Load •• ll?f�d/04 • ...... .. . ...... C. CALCULATIONS • Report of Design Capacities prepared by V.N. Tolat P.E. •• •••• • Product Model No.of Pages Date ..'.Signatuty**** ...... 1. NVBM24 7 through 8 05/05/03 ....V•N.Tolat,•P.E • 2. NVRT 9 through 14 05/05/03 *A N.TIlaL t.f. ••••�• 3. NVTA&NVTAS 1 through 6 05/05/03 V.N.Tdlat,P.E. ;...•; 4. NVTA&NVTAS 1 through 14 02/06/03 " V'N.Tohat,7.E. ' 5. NVRT 15 through 15 07107/03 V.N.Tolat PI.. "Submitted under NOA No. 04-1202.01" D. QUALITY ASSURANCE 1. Miami Dade Building Code Compliance Office(BCCO). 4 S 2 01 arlos M.Utrera,P.E. Product Control Examiner NOA No:08-0326.11 Expiration Date: August 21,2013 Approval Date:May 22,2008 E-1 Nu-Vue Industries, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED EMATERIAL CERTIFICATIONS E. STATEMENTS L No Financial Interest and code compliance letter issued by Vipin N. Tolat,P.E.,on 03/26/03 signed and sealed by V. N. Tolat, P.E. "Submitted under NOA No. 04-1202.01" 2. Letter to Nu-Vue Industries issued by Building Code Compliance Office on 08,/10/04 and signed by C.F. Font, P.E. "Submitted under NOA No. 04-1202.01" G. OTHER 1. Notice of Acceptance No. 08-0326.11, issued to Nu-Vue Industries, Inc.,approved on 09/14/06 and expiring on 08/21/08. . . .... ...... i .... .. .. ..... ...... .... ..... .. .. .... ...... . . . . . ...... Carlos M.Utrera,P.E. Product Control Examiner NOA No:08-0326.11 Expiration Date: August 21,2013 Approval Date:May 22,2008 E-2 TABLE t TABLE 2 Truss Anchors NVTA and Riveted Truss Anchors with Seat NVTAS Truss Anchors NVTA and Riveted Truss Anchors with Seat NVTAS H Maximum Allowable Load Ibs H Product Maximum Allowable Load Ibs Product Gauge Gouge No. of Length Gauge Gauge No. of Length Code seat strap Fasteners Uplift Uplift L1 Single L2 Singlein Code seat strop Fasteners Uplift Uplift L1 Single L2 Single In each strop Single Double & Double& Double ( each strap Single DOuble & Double& Double 16 NVTA-16 NVTAS 212 20 14 10d Strop NVTA NVT Straps Straps 16 NVTA-16 NVTAS 212 20 14 10d x 1.5" Strop s,i Straps Straps 18 NVTA-18 NVTAS 214 20 14 5 757 1514 250 500 18 NVTA-18 NVTAS 214 20 14 5 1032 2236 rt 250 500 6 805 1610 250 500 6 1127 2254 385 565 20 NVTA-20 NVTAS 216 20 14 20 NVTA-20 NVTAS 216 20 14 7 654 1708 250 500 _ 1 7 1138 2272 520 630 22 NVTA-22 NVTAS 218 20 14 8 902 *1804 250 500 22 NVTA-22 NVTAS 218 20 14 g 1144 +2288 520 630 24 NVTA-24 NVTAS 220 20 14 9 951 *1902 250 500 24 NVTA-24 NVTAS 220 20 14 9 1153 +2306 520 630 10 999 *1996 250 500 26 NVTA-26 NVTAS 222 20 74 10 1181 *2322 520 630 26 NVTA-26 NVTAS 222 20 14 11 1170 *2340 520 630 11 1048 *2098 250 500 28 NVTA-28 NVTAS 224 20 14 12 1096 *2192 250 500 28 NVTA-28 NVTAS 224 20 14 12 1178 *2356 520 630 30 NVTA-30 NVTAS 226 20 14 13 1145 *2290 _ 250 500 30 NVTA-30 NVTAS 226 20 14 13 1187 +2374 520 630 36 NVTA-36 NVTAS 232 20 14 14 1193 *2290 250 500 36 NVTA-36 NVTAS 232 20 14 *Note: For 8 or more nails per strap, use *Note: For 8 or more Halls per strop, use double truss for double straps. double truss for double strops. 48 NVTA-48 NYTAS 244 20 14 48 NVTA-48 NVTAS 244 20 14 FMOLCTREYMM iter •awlslllse wYe A•0111111111111111 �aJ�fR Perpendicular CMA to wall General Notes dAUlea Y� 1. Steel shall conform to ASTM A653, structural grade 33(Min. yield 33 kel) and "., O a minimum galvanized coating of G 60 per ASTM A525. 1 ' Reinforcements Required O 2. Allowable loads ore based on National Desing specifications(NDS) for wood H 2j" construction, 2001 Edition and Florida Building Code 2004. 3. Design loads are for Southern Pine species with a specific gravity of 0.55. MIN. 4" 4 :* O 2j" Allowable loads for other species shall be adjusted accordingly. EMB. Concrete Tie Beam 4. Nall values are based on NDS table 11P, G-0.55 for common wire nails and Parallel L1 or Tie Beam formed have been reduced for Penetration Depth factor NVTAS with concrete filled O 1" to wall mosori so�syllt�iTs�RBNEwea Holes 01c. 5. Allowable loads for wind uplift have already been Increased by a duration 8sein{' 1006 � NVTA, NVTAS factor of 1.6 for anchor naNs. 33X steel stress increase Is not used M the ��,1M VIPIN N. TOLAT, PE (CIVIL Aos�MneeNa 1 tabulated values. "II^•IL. FL. REG. # 12847 6. Allowable loads far more than one direction for a singe connection cannot be 15123 LANTERN CREEK LANE added together. A design load which can be divided Into components In the HOUSTON, TX 77068 directions given must be evaluated as follows: •• ••• • • • • ' p9uweyle Upaff + + ewTJr ab b <- 1•0 •• •• ••• • • • •• N u Vu e Industries, Inc. • • • • • • • • 1053-1059 East 29 Street 7. Allowable loads are based on 1j" thick wood members unless othd?Wlse ndtA.• •• • • •• Hialeah, Florida 33013 S. All tie beams and grouted concrete masonry shall comply with chapters 19 a� PHONE: (305) 694-0397 and 21 of 2004 FEC. Concrete for tie beams and grout and mortar for concrete 1 H /Lej L FAX: (305) 694-0398 masonry shall be a min. of 2500 pal. Concrete masonry shall comay 06 ATM • • �OE NVTA AND NVTAS TRUSS ANCHORS C90. • • •9. All tests have been conducted M accordance with ASTM D-1791• • •• • • DWG Sheet: Date: Revisions:July 7, 2003 • • •••NVTA•• •• dune 15, 2005 NU-2 1 of 4 FEB.13, 2003 Jan.10, 2006 July 19, 2006 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • TABLE 6 TABLE-5 NVRT Twisted Rafter Ties to Concrete Tie Beams NVRT Flat and Twisted Rafter Ties or Concrete Filled Masonry Length Product 16d Fasteners Maximum Uplift Load (lbs) Length Product No. of 16d nails No. of J" diameter Maximum UPllft (in) Code Gauge TOTAL n e ah. Flat Ties Twisted Ties (in) Code Gauge to Wood Framing Tapcons to Concrete Load (lbs) 12 NVRT-12 14 8 4 725 724 12 NVRT-12 14 4 6 722 16 NVRT-16 14 10 5 861 860 16 NVRT-16 14 5 7 856 12 6 998 996 6 8 991 18 NVRT-18 14 14 7 1135 1132 18 NVRT-18 14 7 9 1125 20 NVRT-20 14 20 NVRT-20 14 PRODUCE Ra Ill wft� Baimial ill Ill 4 22 NVRT-22 14 22 NVRT-22 14 ,11 " 24 NVRT-24 14 24 NVRT-24 14 �? Cast" Diva "—�- 0 1" 30 NVRT-30 14 30 NVRT-30 14 0 36 NVRT-36 14 36 NVRT-3614 --'Ai�� 1 0 1 » 0 48 NVRT-46 14 48 NVRT-48 14 - NVRT Anchor Notes: Notes: WA,MMe Holes dia. 1. Specify"F" for Flat and "T" for Twisted when ordering. 1. ITW tapcons shall be embedded a minimum of 1i" Into concrete tlebeam or tieboom formed with concrete filled masonry. ITW tapcons shall Do not 2. Fastener values are based on a minimum A" thick wood members, have a min. edge distance of 2j" and minimum spacing of 1j" as shown. Use circled holes 3. • Indicates no. of nobs in each connected wood member. 2. See General Notes, sheet 1. 16d 4. See General Notes, sheet 1. UPLIFT 3. All tapcons must be In the some row space at 1K" on centers. Do not use holes in the opposite row. Strop must be long enough to accommodate required tapcons. o rTapcons a 0 0 XX Ed, VPIN N. TOLAT, PE (CIVIL) Notl3 a see o I_ LENGTH _I FL. REG. # 12847 a 31]' f 15123 LANTERN CREEK LANE HOUSTON, TX 77068 HALF HALF. Uiu 4••• • QQ Industries, Inc. Connected Connected •• • • / /[1 to trues to wall • • • • • • 1053-1059 East 29 Street ••• •• • ! • • ^t`\ Hialeah, Florida 33013 J�_1 PHONE: (305) 694-0397 .6 60 • f f—J�t 2j" Min. edge distance / dG FAX: (305) 694-0398 LENGTH Reinforcement required ��2 NVRT FIAT AND TWISTED RAFTER TIES • • • • • • • • • • • • • • One Beam tbrmld lith• DWG �: Sheet: Date: Revisions;July 7, 2003 •• • • • • slcOncretd filial2noondsy or Jun.IS,200.5 •• •• ••• hnsrete (i� am • NLf-2 3 of 4 rE9.13,2003 Jan. 1a,2006 July 19, 2006 • •• •• • • • •• •• TABLE 7 Truss Anchors NVTH H Maximum Uplift Loads (lbs) Truss plate required Length Product Gauge Gauge o. of Fasteners to transfer load to (in) Code seat strop In each Strop Single Strap Double Straps bottom chord 10d x 1.5" on on Reinforcements 12 NVTH-16 18 14 Single Truss Double Truss 1: Required 5 1032 2064 Woot asoa•.r H 14 NVTH-18 19 14 6 1222 2444 16 NVTH-20 18 14 7 1275 2550 MIN.EMB, Single Strap 18 8 1329 2658 Single Truss "a NVTH-22 18 14 NVTH 1J1` Concrete Tie Boom or Tie Boom formed 9 1383 2786 with concrete tilled 20 NVTH-24 18 14 10 masonry 1437 2874 22 NVTH-26 18 14 11 1490 2980 24 NVTH-28 18 14 12 1544 3088 13 1598 3196 26 NVTH-30 18 14 Truss plate required 1 " to tload to bottomottom chord k 32 NVTH-36 18 14 V V 1i• Reinforcements 44 NVTH-48 18 14 . Required a 0 o 0 „y. Nails on Front Ac Back 0 Shall be off centered ' VIPIN N. TOLAT, PE (CIVIL) Holes Dlo: Double Strap Concrete Tie Boom FL. REG. # 12847 0 Double Truss or Tie Becm formed 5 Nolls In Front (Min.) 18123 LANTERN CREEK LANE with concrete filled Nails 10d1. HOUSTON, TX 77068 NVTH masonry •• 000 • • • as • ••• 0:0 •0 •��•• eW��IYsiIY U V l t�r Industries. Inc. _ iYi 1053-1059 Best 29 Street d• 1 Hialeah, Florida 39013 AmooloseeNo 3 Phone: (306) 894-0397 i iii i - • vC Fax: (305) 694-0398 • • • • - • • 2 I NVTH ANCHORS • • • awes{ • _ • •• • • • • •i8 "s DBC : Sheet. Date: Revisions: ••• • • ••• •• • -- ,, Nu-2 4 JlliY 19, 2008 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• TABLE 3 TABLE 4 NVBH 24 BUTTERFLY HANGER NVUH 26 JOIST HANGER FASTENER ALLOWABLE LOADS (Ibs.) FASTENER ALLOWABLE SCHEDULE y + SCHEDULE LOADS (lbs.) of o � N DOWNWARD WIND UPLIFT U ` a DOWNWARD 8 GRAVITY LOADS LOAD GRAVITY LOADS s s 2xj NVBH24 18 12 6 1113 2x6 NVUH26 14 20 10 2233 1213 Notes: Notes: 1. Use all specified fasteners In schedule to achieve values 1. Use oil specified fasteners In schedule to achieve values indlaated. indicated. 2. Values ore based on 1j'header and Joist thickness. 2. Values are based on 3'header thickness and 1}" Joist thickness. 3. See General Notes, Sheet 1. 3. See General Notes, Sheet 1. P/iOYUCFAC1lIBYD r!�sr1��Y�e•MM IhAOr SYMM.® Mid Span AM*Vsam s SYMM.® Mid Span 2r �UPLIFT �~ 0 • U� o,�" • 000 . , . 3` PROM TRBNL+WBD 2j" 1�" r s41Yr1siluNs • 2f VIPIN N. TOLAT, PE (CIVIL) D8 1 i' J DOWNWARD LOAD FL. REG. M 12847 DOWNWARD LOAD By 15123 LANTERN CREEK LANE AWs Rama • • HOUSTON, TX 77068 D1"° • • • •• ••• • • • • • •• • 21i" •• •� ••� �•� •• 1 u— u e Industries. Inc. e3" • • • • • • • • • • 1053-1059 East 29 Street s •• ••• •• s • • •• Hialeah, Florida 33013 PHONE: (305) 694-0397 t O`" FAX: (305) 694-0398 2�. `7 Z NVBH 24 AND NVUH 26 HANGERS 1�" • 4141• • • • • • • • • 0 00 go • • • • • DWG N� Sheet: Date: Revisions:Jury,y, 2003 •• • • • • • • •• • • June 15, 2005 • •• • • • • • s N U—2 2 Of 4 FEB.13, 2003 Jan. 10 2006 •• • • 000 •• • July 19,2006 4141• • • • • 4141• • • • • • 4141• • • • • • • • • • • • • • • 4141 4141 • • • 4141 4141 4141• • • • 4141• • •