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REV-17-1464 VED Miami Shores Village JUN zo,l Building Department aY: 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION UNE PHONE NUMBER:(305)762.4949 S" FBC 2014 BUILDING Master Permit No. c, I 1 — ,635 PERMIT APPLICATION sub Permit No.9)ry 17-; 1464 *BUILDING ❑ ELECTRIC ❑ ROOFING REVISION ❑ EXTENSION ❑RENEWAL PLUMBING [:]MECHANICAL ❑PUBLIC WORKS ❑ CHANGE OF ❑CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 10 I Ak? 1 S T• (i (-L;4 Cj9 Q 1•- M j�d A4 ( S}I[A City: Miami Shores County: Miami Dade Zia: Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: pp Construction Type: tL Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): IV n'l d t, LLC Phone#: c3 QS —d 3 a-7I I Address: 2-30 N F- 10-r S+" c3 31 City: ►orn; State: �L zip• h) Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: W A.wn ►!SAV 1F i'` '$(fitn� JAtt Phone#: 30ATL Jtr Address: 5C d /Z Y-ru Sr &/ City: All A.M.i State: Zip:1 36raa � Qualifier Name: - ►, C. K rev Fd&8 i1 L,-t3��5 �' Phone#: State Certification or Registration M C`C4L r�Z qg,/ Certificate of Competency M DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip:' Value of Work for this Permit:$ Square/linear Footage of Work: Type of Work: ❑ Addition 89- Alteration ❑ New ❑ Repair/Replace 29,Dem6lition Description of Work: V-t 'C( / ISS E�' C-J C t. ,� ��'I�I.S• T Specify color of color thru tile: i Submittal Fee$ Permit Fee$ 'Q C) CCF$ CO/CC$ Scanning Fee$ ' W Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews au Bond$ i TOTAL FEE NOW DUE$ � C� (Revised02/24/2014) Ponding 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 otice, the inspection will not be approved and ection fee will be charged. Signature Signature ayl/ OWNER or AGENT Wwackn The foregoing instrument was acknowledged before me this The foregoing instrumenedgedbefore me this day of 1201 a by dayof 120 by /at I-- ,�1¢u-•�►^.,who is personally known to �YV� l: V J�ps,who is personally known to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: (-� r c Sign: Print: Print: Pont fig VAI KIGIA FEBLES MY COMMISSION#GG009157 Seal: ? MY COMMISSION#GGWO157 Seal: WWI � EXPIRES July 06,2020 '•,,a,� EXPIRES July 06,2020 ******************************* *************************************************************************** APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel:(305)795-2204 Fax:(305)756-8972 INSPECTION LINE PHONE NUMBER:(305)762-4949 FBC 20 BUILDING Master Permit No. PERMIT APPLICATION Sub Permit No. ❑BUILDING ❑ ELECTRIC ❑ ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL [:]PUBLICWORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: City: Miami Shores County: Miami Dade Zi Folio/Parcel#: Is the Building Historically Desi ated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): Phone#: Address: ` City: 0 te: Zip: Tenant/Lessee Name: Phone#: Email: .._ CONTRACTOR:Company Name: hone#: Address: City: State: L Zip: i Qualifier Name: Phone#: State Certification or Registration#: rtificate of Competency#: t - ' DESIGNER:Architect/Engineer: Phone#:' 4 Address: City: State: Zip: Value of Work for this Permit:$ Square/Linear tage of Work: Type of Work: ❑ Addition ❑ AI ration ❑ New ❑ R air/Replace Demolition Description of Work: •ariCy7rt✓LrJt:. Specify color of colo' thru tile: Submittal Fee$ Permit Fee$ CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) c c � DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES SECTION:06 05 23—WOOD, PLASTIC,AND COMPOSITE FASTENINGS REPORT HOLDER: SIMPSON STRONG-TIE COMPANY INC. 5956 WEST LAS POSITAS BOULEVARD PLEASANTON, CALIFORNIA 94588 {�R EVALUATION SUBJECT: SIMPSON STRONG-TIE FACE MOUNT HANGERS FOR STRUCTURAL COMPOSITE LUMBER (SCL), PREFABRICATED WOOD I-JOISTS AND GLULAM BEAMS (ENGINEERED WOOD PRODUCTS) ICC ICC ,. ICC c hg� '( � -C � .: PmG usrFn Look for the trusted marks of Conformity! "��' :L��_ "2014 Recipient of Prestigious Western States Seismic Policy Council- ; B�Ci (WSSPC)Award in Excellence" A Subsidiary of CODECOUNcic ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed, nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use. • There is no warranty by ICC Evaluation Service,LLC, express or-implied, as to any finding or other matter to this report, A or as to any product covered by the report. PR00i�TE41 x""01 Copyright©2015 j 1 IMES Evaluation Report ESR-2552 Reissued March 2015 This report is subject to renewal March 2016. www.icc-es.org 1 (800)423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD,'PLASTICS AND 3.1.1 IUS Series Hangers: The IUS series hangers are COMPOSITES formed from No. 18 gage galvanized steel and are used to Section: 06 05 23—Wood,Plastic,and Composite support prefabricated wood 1-joists exclusively to a Fastenings supporting wood member. See Table 1A for the IUS series hanger model numbers, hanger dimensions, and required REPORT HOLDER: fasteners; and Table 1 B for allowable loads. See Figures 1 a, 1b, and 1c for drawings of a typical IUS hanger and a SIMPSON STRONG-TIE COMPANY INC, typical IUS hanger installation. 5956 WEST LAS POSITAS BOULEVARD 3.1,2 U Series Hangers: The U series hangers are PLEASANTON,CALIFORNIA 94588 formed from No. 16 gage galvanized steel. The hangers (800)999-5099 are face-nailed to the supporting wood header, and nailed www.strongtie.com to the supported structural composite lumber or EVALUATION SUBJECT: prefabricated wood 1-joists with web stiffeners to accept the' required size and number of joist nails shown in Table 2. ® See Table 2 for the U series hanger model numbers, SIMPSON STRONG-TIE FACE-MOUNT HANGERS hanger dimensions, required fasteners, and allowable PREFABRICATED WOOD I-JOISTS AND GLULAM FOR STRUCTURAL COMPOSITE LUMBER (SCL), loads. See Figure 2 for a drawing of a typical U series joist BEAMS(ENGINEERED WOOD PRODUCTS) hanger. 3.1.3 HU and HUC Series Hangers: The HU and HUC 1.0 EVALUATION SCOPE series hangers are formed from No. 14 gage galvanized Compliance with the following codes: steel, and are face-nailed to the supporting wood header/beam and nailed to the supported structural ■ 2012,2009 and 2006 International Building Code°(IBC) composite lumber or prefabricated wood 1-joists with web ■ 2012, 2009 and 2006 International Residential Codee stiffeners. HU hangers having a seat width (W)equal to or t (IRC) greater than 29/16 inches (65 mm) are available with 'S concealed flanges and are specified with the model ■ 2013 Abu Dhabi International Building Code(ADIBC)t designation HUC. See Table 3A for hanger model tThe ADIBC is based on the 2009 IBC.2009 IBC code sections referenced numbers, hanger dimensions, and required fasteners in this report are the same sections in the ADIBC. (minimum and maximum); and Table 3B for allowable Property evaluated: loads based on the minimum and maximum nailing schedules shown in Table 3A. The HU and HUC hangers Structural have triangular and round holes in•both the U-shaped 2.0 USES portion supporting the wood joist and in the flanges attached to the supporting wood header/beam. The The Simpson Strong-Tie® face-mount hangers described minimum allowable loads are achieved by filling only the in this report are used to support structural composite round holes with the type and size of nails shown in Table lumber, prefabricated wood 1-joists and glulam beams 3A, and the maximum allowable loads are achieved by (i.e., engineered wood products)used in wood construction filling all holes (both the round and triangular) with size of in accordance with Section 2304.9.3 of the IBC. The face- nails shown in Table 3A. See Figure 3a and 3b for mount hangers may also be used in structures regulated drawings of typical HU and HUC hangers, and Figure 3c under the IRC when an engineered design is submitted in for a drawing of a typical installation of an HU hanger accordance with Section R301.1.3 of the IRC. supporting a prefabricated wood 1-joist with approved web 3.0 DESCRIPTION stiffeners. 3.1 General: 3.1.4 HUS and HUSC Series Hangers: The HUS and HUSC series hangers having a seat width, W, of The Simpson Strong-Tie face-mount hangers described in 39/16 inches (90 mm) are formed from No. 14 gage this report are U-shaped hangers that have prepunched galvanized steel. The HUS1.81/10 hanger with a seat holes for the installation of nails or Simpson Strong-Drive width, W, of 113/16 inches (46 mm) is formed from No. 16 SDS screws,depending on the hanger model, into the face gage galvanized steel. The HUS models having a seat of the supporting wood header or beam or ledger: width, W, of 39/16 inches (90 mm) are available with ICC-ES Evaluation Reports are not to be construed as representing aesthetics or any other attributes not specifically addressed,nor are they to be construed as an endorsement of the subject of the report or a recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as to any finding or other matter in this report,or as to any product covered by the report. nn.ury �e oun Copyright©2015 Page 1 of 15 ESR-2552,71 Most Widely Accepted and Trusted Page 7 of 15 TABLE 3B-ALLOWABLE LOADS FOR THE HU AND HUC SERIES JOIST HANGERS' DIMENSIONS2 FASTENERS ALLOWABLE LOADS3'4'6(Ibs) MODEL (inches) (Quantity-Type) Uplifts Download NO. W H B Header Joist CD=1.6 Co=1.0 Co=1.15 CD=1.25 1 /16 5J/8 to 6"/16 2'/2 12-16d 4-10d x V/, 610 1,785- 2,015 2,165 r10216d 1-.4=10d. 1 760 rl490-1 1,680 1,805 1 , s 1 , 14-16d 6-10d x 1 / 915 2,085 2,350 2,530 2/8 to 7/8 7/8 to 9/8 2/z 14-16d 6-10d 1,135 2,085 2,350 2,530 14-16d 6-16d 1,345 2,085 2,350 2,530 16-16d 6-10d x V/2 915 2,380 2 685 2,890 21/8 to 71/8 93/8 to 111/8 21/2 r 16-16d 6-10d 1,135 2,380 2,685 2,890 16-16d 6-16d 1,345 2,380 2,685 2,890 18-16d 6-10d x V/2 915 2,680 3,020 3,250 ,8 , , 18-16d 8-10d x 1 / 1,515' 2,680 3,020 3,250 HU/HUC 1 /,6 to 5/2 9 to 18 2/2 18-16d 8-10d 1,515 2,680 3,020 3,250 (Min 18-16d 8-16d 1,795 2,680 3,020 3,250 Nailing) 20-16d 8-10d x 1 / 1,515 2,975 3,360 3,610 23/8 to 71/8 1211/,8 to 191/, 21/2 20-16d 8-10d 1,515 ' 2,975 3,360 3,610 20-16d 8-16d 1,795 2,975 3,360 3,610 22-16d 6-10d x 02 915 3,275 3,695 3,970 13 , 22-16d 8-10d 1,515 3,275 3,695 3,970 1 /,8 to 5'/, 10/a to 11 /,8 2/2 22-16d 10-10d 1,895 3,275 3,695 3 970 22-16d 8-16d 1,795 3,275 3,695 3,970 31/4 113/' 21/, 24-16d 12-10d 2,015 3,570 4,030 4,335 5'/4 13'/4 to 13/8 2/ X26-16d 12-16d 2,695 3,870 4 365 4,695 1 11/16 /1 14 1 -1� '4!Z 28-16d 8-10d x V/2 1,515 4,165 4,420 4 505 13 3 , 16-16d 6-10d x 1'/2 915' 2,380 2,685 2,890 1 /,6 5/8 to 6"/,,, 2/z 16-16d 8-10d x']'/'2 1 1,515 2,380 2,685 2,890 -14-16d 6-10d 1,135 2,085 2,350 2,530 1 1 5 1 ', 1 18-16d 10-10d x 1 /2 1,895 2,680 3,020 , 3,250 2/,to 7/8 7/8 to 9/8 2/2 18-16d 10-10d 1,895 2 680 3,020 3,250 18-16d 8-16d 1,795 2,680 3,020 3,250 22-16d 10-10d x 1 /2 1,895 3,275 3,695 3,970 2'/e to 7'/e 93/8 to 111/8 21/2 22-16d 10-10d 1,895 3,275 3,695 3,970 HU/HUC 22-16d '8-16d 1,795 's 3,275 3,695 3,970 (Max 24-16d 10-10d x 1 /2 1 895 3,570 4 030 4 335 Nailing) 24-16d 12-10d x 1 /z 2 015 3 570 4,030 4,335 113/1, to 51/2 9'/16 to 18 21/2 24-16d 14-10d x 1 / 2,015 3,570 4,030 4,335 ,24-16d 12-10d 2,015 3 570 4,030 4,335 24-16d 12-16d 2,695 3,570 4,030 4,335 • 26-16d 14-10d x V12 2,015 3,870 4,365 4,695 23/4 to 71/8 13'/8 to 19114 21/2 26-16d 12-10d 2,015 3,870 4,365 + 4,695 26-16d 12-16d 2,695 3,870 4,365 4,695 1 /ifi 11 /,6 -2/2 30-16d 10-10d x 1 /2 + 1,895 4,465 4,705 4,810 1 /16 14 2'/2 36-16d 14-10d x 1 /2 2,015 5,055 5,275 5,420 For SI:1 inch=25.4 mm, 1 psi=6.89 kPa, 1 Ibf=4.45 N. ' 1HU hanger series with widths(W)equal to or greater than 29/16 inches(65 mm)are available with concealed flanges and are specified as HUC hanger series. y 2Refer to Figures 3a and 3b(previous page)for definitions of hanger nomenclature(W,'H,B). 3Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4 H series and HUC series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to'its vertical position is 0.125 inch(3.2 mm).The height,H,of the joist hanger must be at least 60 percent of the height of the joist. 'The uplift loads have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when other load durations govern. 6The allowable loads are based on the use of an engineered wood joist member with an allowable FL of 750 psi for all models except those specific to glulam sizes,which are based on an allowable FL of 650 psi.When use is to support members having an F.l of less than 750 psi or 650 psi,respectively,it must be verified that the combination of bearing capacity and joist nail capacity is adequate. • I. r . FIGURE 3c-TYPICAL HU HANGER ESR-2552 I Most Widely Accepted and Trusted Page,6 of`a 5 TABLE 3A—APPLICABLE MODEL NUMBERS FOR THE HU/HUC SERIES JOIST HANGERS DIMENSIONS' FASTENERS' FASTENERS' MODEL (inches) (Minimum Quantity-Type) (Maximum Quantity-Type) ' NO. W H B Header Joist Header Joist HU1.81/5 5J/8 12-16d 4-10d x 1'/2 16-16d 6-10d x V/2 HU7 ` 6T/,_r "12-16d 4-10d x 1'/2 16-16d 8-10d x 1 / HU9 113/,s 9-/j, 2'/2 18-16d 6-10d x 1'/2 24-16d 10-10d x V12 HU11 11 /,s 22-16d 6-10d x 172 30-16d 10-10d x 1 /z HU14 14 . .28-16d 8-10d x 11/2 36-16d 14-10d x 1 /2 HU2.1/9 , 9 14-16d 6-10d x 1 / 18-16d 10-10d x 1 / HU2.1/11 2!s 11 2!' 16-16d 6-10d x 1'/2 22-16d 10-10d xl / HU359 8 / 14-16d 6-10d x 1'/2 18-16d 10-10d x 02 HU3511 ill/ 16-16d 6-10d x 1 /2 22-16d 10-10d x 1 / HU3514 23Is 131/'2 21/2 18-16d 8-10d x 1 12 24-16d 12-10d x V/2 HU3516122 14'/4 20-16d 8-10d x 1 / — — HU3524/30 18 18-16d 8-10d x 1% 24-16d 14-10d x 1% HU310 8f/8 14-16d 6-10d x 1'/2 — — HU312 2 s! 10/8 1 ! 16-16d 6-10d x /2 — — HU314 ,s 2 12/ ' 18-16d 8-10d x 11/2 — HU316 14'/ - 20-16d 8-10d x 1T/, — HU2.75/10 9 14-16d 6-10d x 1'/2 18-16d 10-10d x 1 /z HU2.75/12 2 3/ 10/4 ,! 16-16d 6-10d x 1 / 22-16d 10-10d x 1 / HU2.75/14 ` 2 13. ' 18-16d 8-10d x V12 24-16d 14-10d x 1 / HU2.75/16 141/1-6 20-16d 8-10d x 1'/2 26-16d 14-10d x V/2 HU210-2 8 / 14-16d 6-10d 18-16d 10-10d HU212-2 10/ 16-16d 6-10d 22-16d 10-10d HU216-2 3'/8 13/ 21/2 20-16d 8-10d 26-16d 12-10d HU3.25110.5 10% 22-16d 10-10d — HU3.25/12 1 11 /4 24-16d 12-10d — — r HU48-1 6 /1 1""10=16d 1 1-4210d1 14-16d 6-10d HU410 8.,/, 14-16d 6-10d 18-16d 10-10d HU412 39/,6 10'/s 21/2 16-16d 6-10d 22-16d 10-10d HU414 12/s 18-16d 8-10d 24-16d 12-10d HU416 13/e 20-16d 8-10d 26-16d 12-10d HU4.12/9 48, 8 2!'/ r , 14-16d 6-10d 18-16d 10-10d, HU4.12/11 s 10'/16 16-16d 6-10d 22-16d 10-10d— HU4.28/9 s 9 1 18-16d 8-10d — — HU4.28/11 4!32 11 + 2!' 22-16d 8-10d — HU4.75/9 9 18-16d 8-10d — — HU4.75/11 11 22-16d 8-10d — — HU3514-2 43/4 13'/, 21/2 18-16d 8-10d — — HU3516-2 15V4 20-16d 8-10d 26-16d 12-10d HU3520-2 1 19'/4 20-16d 8-10d 26-16d 12-10d HU310-2 8/ 14-16d 6-10d — HU312-2 5'/s 10/s 21/2 16-16d 6-10d HU314-2 12% 18-16d 8-10d — — HU5.125/12 10'/, 22-16d 8-16d — — HU5.125/13.5 51/4 13'/4 21/2 26-16d 12-16d — — HU5.125/16 13 7/, 26-16d 12-16d — — HU68 5 /1 10-16d 4-10d 14-16d 6-10d HU610 . 7/s" 14-16d 6-16d 18-16d 8-16d HU612 51%2 93 '21/2 16-16d 6-16d 22-16d 8-16d HU614 115/8 18-16d 8-16d 24-16d 12-16d HU616 12''/16 20-16d 8-16d 26-16d 12-16d HU410-2 g/, 14-16d 6-16d 18-16d 8-16d HU412-2 7'/8 ill/ 21/2 16-16d 6-16d 22-16d ' 8-16d HU414-2 13/s 20-16d 8-16d 26-16d 12-16d For SI: 1 inch=25.4 mm. 'Refer to Figures 3a and 3b(this page)for definitions of hanger nomenclature(W,H,B). 'The Fastener column with"minimum quantity"refers to hangers installed with the designated type of nails into only round pre-punched holes of the hanger, and the Fastener column with "maximum quantity" refers to HU series and HUC series hangers installed with the designated type of nails into both round and triangle pre-punched holes of the hanger. The hanger size and fastener quantity are used to determine allowable loads noted in Table 3B. r c` ;q' i'' � I `'• 1 �H _\' "*,�� � � FIGURE 3a— �� FIGURE HA RE 3b— « , HU SERIES -V HUC SERIENGERS%, HANGERS 4 Architectural Testing April 19,•2015 Randall Shackelford, P.E. Simpson Strong-Tie Company 2221 Country Lane McKinney, Texas 75069 RE: Equivalence of Published Versions of ASTM D1761 and ASTM D7147 Dear Mr. Shackelford: At your request, I have reviewed several ASTM test method standards to evaluate their equivalence to the same test method standard but with a different publication date as referenced by the Florida Building Code—Building 5th Edition (2014). Specifically, I am comparing: ASTM D1761-88(2000)el Standard Test Method for Mechanical Fasteners in Wood to ASTM D1761-06 Standard Test Method for Mechanical Fasteners in Wood. ASTM D7147-05 Standard Specification for Testing and Establishing Allowable Loads of Joist Hangers to ASTM D7147-11 Standard Specification for Testing and Establishing Allowable Loads of Joist Hangers. Our laboratory in York, Pennsylvania is accredited to perform the above referenced test methods. I have reviewed and compared the above referenced test method standards, and it is my professional opinion that the test method standards are equivalent, except that: 1. ASTM D1761-06 does not include methods and procedures for joist hanger tests. 2. ASTM D7147-11 has additional requirements for extending I joist test results such that joist hangers proven by testing with I joists, when extended to other I joists, shall be limited to other I joists having equal or greater flange thickness and equal or thinner flange width. Product evaluations based on ASTM D7147-05 would need to recognize this restriction to be equivalent to ASTM D7147-11, if applicable. ARCHITECTURAL TESTING, INC. spa by:MOmW D.saw Michael D. Stremmel, P.E. Senior Project Engineer JAR:j ar/cmd cc: E6309.01-122-34 ©2015 Architectural Testing,Inc. 130 Derry Court www.archtest.com www.intertek.com/building p• 717.764.7700 York, PA 17406 f. 717.764.4129 V11PIN N. TOLAT, P.E. 15123 Lantern Creek,Lane, �'az�ura e� �rraftetl�and Houston, TX 71068383I TELz. 281444"91$3' Fax: :28144441$4; Etinail: vto1at@,sbcg1Qb11f.net Pae 1 ENGINEER'S"EVALUATION REPORT#NU0413 CATEGORY: Structural Components. ?' SUB CATEGORY: Metal Connectors REPORT HOLDER: NuVue Industries inc, 1055 E. 29`h Street. Hialeah, FL. 33013 www.nu-vutindugtries.com nuvue( belisouthnet t Phone: 305-694-0397 Fax: 345=694-0398 1.0 EVALUATION SCOPE: Compliance'with 2410 Florida Building Code-Building and Residential 2.0 PRODUCT DESCRIPTION, Refer to tables t'through 21 ofthis report for Product name,size, size and number of fasteners,fastening details showmn in the diagrams and the allowable loads i 3:0 STRUCTURAL SPECIFICATIONS s 1. Steel shall conform'to ASTM A6.53, SS grade 33;min.'yield 33 ksi;min tensile strength 45 ksi and min.galvanized coating of G 60 per A§TM A653 2. Allowable loads and fasteners are based on NDS 20054 3. Design loads are.for S.Pine,specific gravity 0.55.Design loads for other species shall be adjusted per NDS 2005: 4. Allowable uplift loads have been adjusted for load duration factor CD of 1.6. Allowable gravity loads have beeia adjusted for CD values of 1.0 _1.15 and 1.25 per table 2.3.2 of NDS 2005. Design loads do not include 33%increase for steel and concrete. 5. Concrete in Tie beams shall be zein. of 2500 psi. Concrete Masonry, Grout and mortar in concrete masonry shall be min. of 1500 psi. Concrete.masonry shall comply with ASTM C90. 6. Combined load of Uplift,Ll.and L2 shall satisfy the following equation:• Actual Uplift. + Actual Ll. + Actual L2; <=1.0 Allowable Uplift AllowableLl Allowable L2... 7 Page 2 4.0 INSTALLATION Installation shall be in accordance with this report and the latest .edition of Nu-Vue IndustriesCatalog. The information in this report supercedes any conflicting>information, in the.catalog. i 5.0 EVIDENCE, SUBMITTED: Test reports submitted by Product testing Inc,(PT) Atec Associates Ine(Atec) and PSI lnc and signed and sealed calculations in conformance with FBC 2010 by Vipin N.Tolat, P.E. Product Test#/t'est lab Date tested Tested; NVTA/NVTAS 02-39381PT 8/6/02 NVTAINVTAS 02-4073/PT 11/6/02 Nvw.NVTAS 02-4074/PT 11/6/02 E NVTA/NVTAS 024075/PT 11/6102 NVTA/N VTAS 31.22456.0002/ATEC 7/6/02 NVBH'24 02-40961PT 12/3/02 NVUH 26. 024095/PT; 1/17/03 NVRT 03-4177/PT 2/3/03 NVRT 03-4202IPT 2/19/03 NVRT 03/4270,4271/PT 3/27/03 ` NVTH/NVTHS O4-4698/PT 4/15/04 NVSNP3 034482/PT 9/15/03 NV358' 03/4543/P7' 12/19/03 NV458 03-4590/PT 12/31/03 NVHCL/R 03-4625lPT 1/21/04 NVSTAINVHTA 044641,4642/PT 3/17&3/22/04 NVYH24,26,28 03-4385;86)81/PT 5/30/033 NVS0236 034349,57,58%PT 5/13,5/1915/20/03 NVTP4 03-4303,44/PT 4/21, 5/1/03 NVTP4H 03-4345,43/PT 5/2,56/03: NVHC43,43/2 70-02.94-00381/ATEC 11/27/95 AB5. 05-5195,95A/PT° . 2/15/08 AB7 05-5196,96A/PT 2/15/08 NVHC37 03697.0001/ATEC 11/27/96 IKE1 05-5612/p,r 3/20/06 IKE2 06-5622/PT 5/1%06 NVTHJ26. 04-4995/PT&138-96013-01/PSI 1/31/05&2/7/89 NVTH328 044996/PT& 138-96013-05/PSI .'1/31/05&1212/89I IN 11, 111111 I'll pmw. . F Page 3 6:0 DESIGN: I Maximum allowable loads shall not exceed the allowable loads listed in this report.Allowable loads are based on allowable s cess design per NDS. .2. Capacity of wood members is not'coverel by this repeart. Allowable loads shall not excced the capacity of wood members. Capacity of wood members shall be checked by Engineer/Architect of record. 3.Wood members with which the connectors are used must be nominal.dimension lumberor approved structural composite lumber. 17.0 CODITIONS OF USE: 1 NuVue Industries metal stioctural connectors described in this report comply with or are suitable alternative to what is specified in section.1 of this report. 2. Design loads must be less than the allowable loads shown in all the tables of this report. 3. The connectors must be manufactured, identified and installed in accordance% with this report and the manufacturer's instructions, 4. Products covered by this report are manufactured by NuVue industries Inc in Hialeah,Florida udder a quality control program with inspections by NAMI Inc having State of Florida license.#QUA 1789.. � r�rr111lM1�?+r ` t4 To ViPn N.Talar,P.E. , Florida P.E.# 1287 • 4/15/2013 .• No.12:847 vntln04 l 3 .ty , SAT QF fi r. r Page , TABLE Truss Anchors NVTA and Riveted Truss Anchors with Seat NVTAS 14 G Straps, 20 G Seats Perpendicular to wall { Length P.rod e L2 g Code. (fn 1fi NVTA-16 NVTAS 212 f 18 NVTA-18 NVTAS 214 7t : H i; 20 NVTA-20 NVTAS 216 z:. MIN. 4" 22 NVTA-22 NVTAS 218 FMB. Parallel L1' to wail 2.4 NVTA-24 NVTAS 220 WAS1if Concrete Tie; 8earra or Tie Beam formed 26 NVTA-26 NVTAS 222 1" with concrete filled masonry 28 NVTA-28 WAS 224 30 NVTA--30 NVTAS 226JJ � R 36 NVTA-36 WAS 232 48 NVTA-48 WAS 244 �~ H 0 2j" f MIN 4" FMS. 0 2 N UTA 0 Maximum Allowable Load 'lbs Holes [)o'. " No: of NVTA, NVTAS Fasteners Uplift Uplift L1 Single L:2 Single each strap Single. Double & Double& Double 10d Strop. Straps Straps Straps Maximum Allowable Load (lbs).. No..of 5 757 1514 250 500 Fasteners uplift Uplift Ll Single L2 Single 6 805 1610 250 500 each strap Single Double & Double& Double 10d x 1,5 Strap Strops Straps Straps 7 854 1708 250 504 5 1032 2236 ..250 500. 902 *1804 250 500: 6 1127 2254 385 565 9' 951 _ +1902 250 500- 7 1136 2272 520 630 10 999 r r *1998 250 500 8 1144 12288 520 .630 14: 1,048 *2096 250 500 250 500 12 ' 1096 *2192 ` 1153 '2306 520 630 10 1161 '2322 520 630 13 1145 *2290. 250 : 500 11 1170 *2340 520 630' 14 1193 "2290 250 500 _ 12 1176 *2356 . 520 630 5 *Note: dor Br or more nails'per strap, use double truss for double straps, 13 1187 *2374 520. 630 For oll Loods Cp=1:6 d Z