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RC-14-1878 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-239906 Permit Number: RC-8-14-1878 Scheduled Inspection Date: July 28, 2015 Permit Type: Residential Construction Inspector: Rodriguez,Jorge Inspection Type: Final Owner: , - Work Classification: Alteration Job Address: 140 NW 102 Street Miami Shores, FL 33150- Phone Number Parcel Number 1131010220100 Project: <NONE> Contractor: TONY'S ALUMINUM CORP Phone: (305)805-7854 Building Department Comments KITCHEN. BATHROOM, DRYWALL Infractio Passed Comments INTERIOR RENOVATION WINDOWS AND SHUTTERS INSPECTOR COMMENTS False Inspector Comments Passed Failed Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. July 27,2015 For Inspections please call: (305)762-4949 Page 34 of 44 r 7/2 0/4 STEVEN L COHEN AND ASSOCIATES ARCHITECTS AND INTERIOR DESIGNERS July 22, 2015 City of Miami Shores Building Department Miami Shores, FL Re: Permit#: RC-8-14-1878 140 NW 102nd Street, Miami Shores, FL To Whom It May Concern: This letter shall serve as notice that, to the best of my knowledge and after reviewing the construction documents,the above-stated residence was built with compliance with the plan by Steven L. Cohen, Architect. Please note that/thisisccording to the 2010 Florida Building Code. Very truly yours, STEVEN L. COHEOCIATES, P.A. a By: STEVEN L7EN, PRESIDENT 2300 West Sample Road . Suite 214 Pompano Beach,FL 33073 Tel.954.971.1010 . www.slcarchitects.com REGISTRATION AR006819 I CORPORATION AA26001642 STEVEN L COHEN AND ASSOCIATES PA.I.A. ARCHITECTS _ • • INTERIOR • - DESIGNERS '10%Frij Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores, Florida 33138 Attn.: Building Department October 15, 2014 Application No. RC-8-14-1878 Stellar Homes 140 NW 102nd Street Miami Shores,FL 33150 Plumbing: 1. Comment: FBC 107.1 Asper Miami-Dade Ordinance Chapter 8-10-show the location of all applicable utilities. This shall include but not limited to sewer, sewer lateral, water meter, water service and any gas lines or tanks on property. Septic system and water service. Response: Refer to attached Marked-up Survey Plan, Rev. 1 dated 09/15/14. 2. Comment: FBCR P3108.1 Horizontal wet vent or vertical wet vent permitted. Any combinations of fixtures within two bathroom groups located on the same floor level are permitted to be vented by a horizontal wet vent. The wet vent shall be considered the vent for fixtures and shall extend from the connection of the dry vent along the direction of the flow in the drain pipe to the most downstream fixture drain connection. Any additional fixtures shall discharge downstream of the horizontal wet vent. Bath#2 water closet not connected to vent line. Response: Refer to Revised Sheet P-1, Rev. 1 dated 09/15/14. 3. Comment: FBCR P3114.1 Provide air admittance vent for fixtures. Kitchen and washing machine drain.\ Response: Refer to Revised Sheet P-1, Rev. 1 dated 09/15/14. 4. Comment: FBCR P2903.5 Water Hammer. The flow velocity of the water distribution system shall be controlled to reduce the possibility of water hammer. A water-hammer arrestor shall be installed where quick-closing valves are used. Water-hammer arrestors shall in accordance with manufacturers' specifications. Water-Hammer arrestors shall conform to ASSE 1010. 2941 West Cypress Creek Road, Suite 102 Fort Lauderdale, FL 33309 Tel. 954.971 . 1010 • Fax. 954.971 .9952 www.slcarchitects.com Registration AR006819 • Corporation AA26001642 Response: See note#19 on Revised Sheet P-1, Rev. 1 dated 09/15/14. 5. Comment: FBCR P2903.2 Maximum flow and water consumption. As per Miami-Dade Ord. Sec. 8-31 plumbing fixtures shall meet the local water flow restrictions adopted by Miami-Dade County Water and Sewer(water closet 1.28gpm, lavatory 1.5gpm, shower heads 1.5gpm and kitchen faucets 1.5gpm). Response: All Plumbing Fixtures shall meet the local water flow restrictions adopted by Miami- Dade County Water and Sewer. Vent Stacks are provided in kitchen& laundry. Refer to Plumbing Note#20 on Sheet P-1, Rev. 1 dated 09/15/14. 6. Comment: FBCR P2801.1 Provide type, and size of water heater. Response: Refer to Revised Sheet P-1, Rev. 1 dated 09/15/14. 7. Comment: FBCR P2903.6 Provide sufficient size water pipe to service each bathroom group. Minimum 3/a" to feed up to three fixtures. Response: Refer to Revised Sheet P-1, Rev. 1 dated 09/15/14. Structural: Reviewer Mehdi Asraf: 1. Comment: Provide Structural notes—code references, load criteria, wind load parameters and material properties. Response: Refer to Revised Elevation 2/A2.1, Rev. 1 dated 09/15/14. See structural notes on Revised Sheet A2.1, Rev. 2 dated 10/15/14 for code references, load criteria, wind load parameters and material propoerties. 2. Comment: Specify shoring for roof in porch during construction. Response: Refer to Revised Detail Sections 5&6/A2.1, Rev. 1 dated 09/15/14. 3. Comment: Specify window NOA 3 along with shutters NOA#on elevation. Response: Refer to Elevation 2/A2.1, Rev. 1 dated 09/15/14. See revised Elevation 2/A2.1 for window and shutter NOA. Rev. 2 dated 10/15/14. Please refer to window and shutter NOAs attached to drawings. 4. Comment: Provide copies of NOA for shutters. 2941 West Cypress Creek Road, Suite 102 Fort Lauderdale, FL 33309 Tel. 954.971 . 1010 • Fax. 954.971 .9952 www.slcarchitects.com Registration AR006819 • Corporation AA26001642 Response: See attached NOA. 5. Comment: Specify gravity and upright reaches for connections with NOA#for both joists and columns. Response: Refer to Revised Sheet A2.1, Rev. 1 dated 09/15/14. 6. Comment: Provide copies of NOA for connectors. Response: Refer to attached Structural Calculations. Sam Lyubkin, P.E. Consulting Engineer, P.E. 34306 FL. Building: Reviewer Ismael Naranjo: 1. Comment: Sheet A2.1, Floor Plan Detail 1/A2.2 should be 1/A2.1. Response: Refer To Revised Sheet A2.1, Rev. 1 dated 09/15/14. 2. Comment: Sheet A2.1, Provide clear floor space to the bottom of the wood header. Response: Clear head height 7'-0" min. Refer to Section on Sheet A2.1, Rev. 1 dated 09/15/14. 3. Comment: Please coordinate notes with sections and specifications. Response: Refer to Revised Sheet A2.1, Rev. 1 dated 09/15/14. 4. Comment: Provide detail and specification of the connector for the wood header to wall connection. Response: Refer to Section 1/A2.1 for detail and specification, Rev. 1 dated 09/15/14. 5. Comment: Provide door sizes. Response: Refer to Door Schedules on Sheet A2.1, Rev. 1 dated 09/15/14. 6. Comment: The existing exterior door in the Family Room is an in-swing door, you are proposing to replace it with an out-swing door. There shall be a landing on the outside of the door. Response: The Family Room has an existing in-swing door with an existing out-swing metal gate. Refer to Revised door note on Sheets A2.0 & A2.1, Rev. 1 dated 09/15/14/ 2941 '.'Vest Cypress Creek Road, Suite 102 Fort Lauderdale, FL 33309 Tel. 954.971 A 01 0 • Fax. 954.971 .9952 www.slcarchitects.com Registration AR006819 • Corporation AA26001642 D 'A VILA Associates Services, Inc. fessional Land Surveyors,Mappers&Engineers rtiPicate of Authorization NO.29056&NO.LB7538 Main Line:(305)953-2600 I Fax:(305)953-2603 W W W.DAVILAASSOCIATESSERVICES.COM BOUNDARY SURVEY SCALE=1:20 {b........'.'................................ .. .. ...................... .......................Q ::::::': (50' TOTAL R/W BY PLAT) 17' ASPH. PVMT.' .......... ............ ,�o ......''. .'.'.....'...NW 102ND STREET:::::::::::::::::::: ::: :.. .... ................... .......... ......... ................................................... b 19.00 ° 424.00' ° o LdCONC. 12' PARKWAY CONC. N O � ° 75.g ' R8':M) ° ° ° . 5 coNc, Sw . B.CORN 0d v - F.LPY° 11.00' Y%K 3 '16.00,° 9039 Y. 235.26 W 4 41 CONC. CONC. ��, Z o ° gOf U' W Co N CD ° Q �O�O °d CONC. U) 9.83' 12.50'oo "' 10.55' o PORCH �,,� 19.20 z 15.9 GARAGE 17.60 O CD CD 74 3x4' N PORTION OF 74 REMAINDER OF Q LOT 2 O LOT 2 ONE STORY o BLOCK 2 BLOCK 2 90 o a, RES.# 40 O 90 z FF=12: 5' �O� x �� y 17.50 19.35' ON o �y) _ ,rs I 0.45'CL FF=12.00' o 9.5t—i;t 28.50' Spj G _ _ g ti� 4 M TaNIN` '� C.L.F.4'— '�� I o�_ ro CtL.F.4', LOT 1 �� 0 BLOCK 2 O - . > 15.00 I r0eef-M, Z ° o -rA N� — — 0.50'CL 03 C°ONG.a o �O oti° 0.50'CL P 9. F.I.PY" F.I.PY" 0 0 �� v �76'W.F. o c 0 75.00'(R&M) o LOT 12 LOT 11 BLOCK 2 BLOCK 2 eetV!GES o T1 s I"1 DRAWN BY: ART-S STEVEN L. COHEN&ASSOCIATES, P.R. ARCHITECTS&INTERIOR DESIGN CHECKED BY. R.A. 2941 W. CYPRESS CREEK RD., STE 102 SCALE: 1'%-20' F1: LAUDERDALE, FL 33309 FIELD DATE. 10-02-2014 • reg no. 6819 corp, no. RA0003149 JOB NO. 14-1036422 �0�6� SEAL SHEET. 2 OF2 V- " L A Associates Services, Inc. ofessional Land Surveyors,Mappers&Engineers rtificate of Authorization NO.29056&NO.LB•7538 r Main Line:(305)953-2600 Fax:(305)953-2603 !' WWW.DAVILAASSOCIATESSERVICES.COM BOUNDARY SURVEY SCALE=1:20 �cb �� TAL R/W BY PLAT). 17' ASPH. PVMT. NW 102ND STREET ; 19.00 ° 424.00' o v 4 0 CD LA-i 4CONC. CONC. N a 12 PARKWAYJ N O ° h ° � 75.QD' (R&M) 4 ° 5' CONC. SWk, B.CORN 4 a ° F.LP}�" 11.00' 0K/ 3' t .00', 909 Y' 2k26' W `L O' 4 u 4 36,E D CONC. ONC. °N Z �O o ao a ca N M °4 ° 0j ° e ^7 r7 0 �O�' 4 °CONC. a N 9.83 o a moo. 12.50'go 0 19.20' Z 10.55' o PSH �+�15.9 GARAGE 17.60 Q 3x4 I N PORTION OF � REMAINDER OF O LOT 2 O LOT 2 41 ONE STORY o BLOCK 2 BLOCK 2 0 n 0) RES.#140 90 090 c FF=12.45' �o X.N 17.50 f 19.35' ON 0.45'CL 2 FF=12.00' o �� 9.58' 28.50' M ^O.r_ 4.50' C.L.F.4' ° O C.L.F.4' LOT 1 1b � `10 S o BLOCK 2 ,\p I o ' 15.00• ° co S � CONC. 0CL 0.50'CL O. O 'L� �9. 4 •� b� F.I.P y2' F.I.P Y2" 00 �� 6'W.F. v 0 0 0 75.00' (R&M) d LOT 12 LOT 11 BLOCK 2 BLOCK 2 DRAWN BY: ART-S CHECKED BY: R.A. rFIEL CALE: 1"=20' D DATE: 10-02-2014 OB NO: 14-1036422 SEAL SHEET: 2 OF 2 V 'L A Associates Services, Inc. ofessional Land Surveyors,Mappers&Engineers rtificate of Authorization NO.29056&NO.LB7538 Main Line:(305)953-2600 I Fax:(305)953-2603 W W W.DAVILAASSOCIATESSERVICES.COM LOCATION SKETCH SCALE =N.T.S. NW 102rd STREET r ro a e W 0 0 0 0 2 0 Z' Q rn O O O O O Z NW 101st STREET LEGEND&ABBREVIATIONS A-ARC DISTANCE CW-CONCRETE WALK N P-NOTAPARTOF PULE-PUBLIC UTIUTYEASEMENT M-MONUMENTLINE A/C-AIR CONDITIONER FAD D E-DRAINAGE EASEMENT NGVD-NATIONAL GEODETIC (-CENTER LINE AE-ANCHOR EASEMENT D M E.-DRAINAGE MAINTENANCE VERTICAL DATUM (Ry RECORD DISTANCE A-DELTA A R^ALUMINUM ROOF EASEMENT N.T S-NOT TO SCALE R R-RAIL ROAD P-PROPERTYLINE A S-ALUMINUM SHED _ _ DRWY-DRIVEWAY p o,NO.-NUMBER RES-RESIDENCE ASPH-ASFHAL T '-DEGREES 0/S-OFFSET R/W-RIGHT-0F-WAY B C-BLOCK CORNER ELE V-ELEVATION O.H.-OVERHEAD HAD-RADIUS OR RADIAL BLDG-BUILDING ENCR-ENCROACHMENT 0 H L-OVERHEAD UTILITYLINES RGE-RANGE LEGEND B M:BENCH MARK F H-FIR �1IIYDRANT 0 R.B.-OFFICIAL RECORDS BOOK R 0 E-ROOF OVERHANG EASEMENT BOB.-BASIS OF BEARING FIP-Ftl Nb'IRON HPE OVH-OVERHANG SEC-SECTION -OVERHEAD UTILITY LINES (C)-CALCULATED _._ FIR.-FOUND IRON ROD PVMT-FAVEMENT SPY-STORY I223M -CONCRETE BLOCK WALL(CBS) CB-CATCHBASIN FFE-FINISHED FLOOR ELEVATION PL-PLANTER SWK-SIDEWALK —M--11— -CHAIN LINK FENCE(C L F) CBS-CONCRETEBLOCK FND-FOU NDNAILBDISK PL-PRO PERTYLINE S.IF-SETIRON HK ��— -IRON FENCE(I F) STRUCTURE FT-FEET PCC-POINTOFCOMPOUND SIR-SET IRONROD ---N--N— -WOOD FENCE(W F) C B W-CONCRETE&LOGY(WALL TRIP-FEDERAL NATIONAL CURVATURE S P-SCREENED FUROR -ELEYA TIONS CH-CHOR9 INSURANCE PROGRAM FC-POI fGFCURVATURE S V-SEWER VALVE y CHB-CHORD BEARING FN.-FOUNDNAIL PO.T-POINFGFTANGENCY •-SECONDS CHL-CHORD LENGTH IN BEG-INGRESS AND EGRESS P O.C-POINT OF COMMENCEMENT T-TANGENT CL-CLEAR EASEMENT PO.B-POINT OF BEGINNING TWP-TOWNSHIP CO-CLEANOUT LP-LIGHTFOLE PRC-FDINTOFREVERSE UTIL-UTILIIY C:F-CHAIN LINK FENCE L FE-LOWLST FLOOR ELEVATION CURVATURE UE-UTILITYEASEMENT CME-CANAL MAINTENANCE L M E-LAKE MAINTENANCE PWY-PARKWAY U P-UTILITYFOLE EASEMENT EASEMENT PRM-PERMANENFREFERENCE WM:WATER METER CONC-CONCRETE -MINUTES MONUMENT WF WOOD FENCE CUP-CONCRETE URLI PYPOLE (M)-MEASURED DISTANCE PL S-PROFESSIONAL LAND W,-WOOD PGRCH CP-CONCRETEFORCH M.E-MAINTENANCE EASEMENT SURVEYOR WR-WOOD ROOF CS-CONCRETE SLAB M.H.-MANHOLE P P-POWER POLE WV-WATER VALVE CONTACT YOUR PROCESSOR 'AV I LA - sociates Services, Inc. D Land Surveyors do Engineers CERTIFICATE OF AUTHORIZATION NO.29056 • CERTIFICATE OF AUTHORIZATION NO.7538 680 EAST 49TH STREET H ALEAH,FL 33013LEGAL NOTES TO ACCOMPANY SKETCH OF SURVEY: PHONE:(305)953-2600 •THERE MAY BE EASEMENTS RECORDED IN THE PUBLIC RECORDS NOT SHOWN ON THIS SURVEY. •EXAMINATIONS OF THE ABSTRACT OF TITLE WILL HAVE TO BE MADE TO DETERMINE RECORDED INSTRUMENTS,IF ANY,AFFECTING THEPROPERTY. •THIS SURVEY IS SUBJECT TO DEDICATIONS,LIMITATIONS,RESTRICTIONS,RESERVATIONS OR EASEMENTS OF RECORD. •LEGAL DESCRIPTIONS PROVIDED BY CLIENT OR ATTESTING TITLE COMPANY. BY, C� .BOUNDARY SURVEY MEANS A DRAWING AND/OR A GRAPHIC REPRESENTATION OF THE SURVEY NARK PERFORMED IN THE FIELD,COULD BE DRAWNAT A SHOWN SCALE AND/OR NOT TO SCALE. EF C , .L. 10-02-2014) EASEMENTS AS SHOWN ARE PER PLAT BOOK UNLESS DEPICTED OTHERWISE. •THE TERM"ENCROACHMENT"MEANS VISIBLE AND ABOVE GROUND ENCROACHMENTS. •ARCHITECTS SHALL VERIFY ZONING REGULATIONS,RESTRICTIONS,SETBACKS AND WILL BE RESPONSIBLE FOR SUBMITTING PROFESSIONAL LAND SURVEYOR NO.: 2.300 STATE OF FLORIDA •PLOT PLANS WITH CORRECT INFORMATION FOR'APPROVAL FOR AUTHORIZATION"TO THE PROPER (VALID COPIES OF THIS SURVEY WILL BEAR THE EMBOSSED SEAL OF THE ATTESTING AUTHORITIES IN NEW CONSTRUCTION. LAND SURVEYOR). .UNLESS OTHERWISE NOTED,THIS FIRM HAS NOT ATTEMPTED TO LOCATE FOOTING AND/OR FOUNDATIONS. •FENCE OWNERSHIP NOT DETERMINED. SURVEYOR'S CERTIFICATION: •THIS PLAN OF SURVEY,HAS BEEN PREPARED FOR THE EXCLUSIVE USE OF THE ENTITIES NAMED HEREON, THE CERTIFICATE I HEREBYCERTIFY THAT THE ATTACHED BOUNDARY-SURVEY OF THE ABOVE DESCRIBED DOES NOT EXTEND TO ANY UNNAMED PARTY. PROPERTY,IS TRUE AND CORRECT TO THE BEST OF MY KNOWLEDGE AND BELIEF,AS RECENTLY SURVEYOR'S NOTES: SURVEGROUND ENCROACHMENTS UNLESS SHOWN THEREON I FURTHER CERTIFY THIS SURVEY VEYED AND PLOTTED UNDER MY RESPONSIBLE DIRECTION,AND THAT THERE ARE NO 1.CERTIFICATE OF AUTHORIZATION LB # 29056. NOT VALID WITHOUT AN AUTHENTICATED ELECTRONIC ABOSIGNATURE AND AUTHENTICATED ELECTRONIC SEAL. MEETS THE STANDARDS-OF-PRACTICE FOR BOUNDARY-SURVEYS,PURSUANT TO SECTION 472 027, FLORIDA STATUTES,AND ADOPTED IN CHAPTER SJ-17050,FLORIDA ADMINISTRATIVE CODE. EFFECTIVE DATE JANUARY 1,2010;AS AMENDED FEBRUARY 23,2005. CLIENT.-STELLAR HOMES GROUP LLC PROPERTY ADDRESS: 140 NW 102 ST,MIAMI SHORES FL 33150 LEGAL DESCRIPTION: LOT 1,BLOCK 2,GOLD CREST A SUBDIVISION,ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 21,PAGE 56,OF THE PUBLIC RECORDS OF MIAMI DADE COUNTY,FLORIDA. ELEVATION INFORMATION: B.M.USED N-567 ELEVATIONS 10.54 LOCATED NE 104 ST&N MIAMI AVE BASED ON THE FLOOD INSURANCE RATE MAP OF THE FEDERAL EMERGENCY MANAGEMENT AGENCY DATED OR REVISED ON 09-11-2009THE HEREIN DESCRIBED PROPERTY IS SITUATED WITHIN ZONE X BASE FLOOD ELEVATION N/A COMMUNITY 120652 PANEL NUMBER 0302 SUFFIX L DRAWN BY: ART-S CERTIFIED TO: CHECKED BY. R.A. STELLAR HOMES GROUP LLC FIELD DATE: 10-02-2014 JOB NO: 14-1036422 SHEET. 1 OF 2 SEAL LYUS-KIN, P.E. SAM � 2 CONSULTING ONGIN%tR,P.@.34306 FL Forum W10ing 2683 Hollywood BmWvW ,Suft 110 Hollywood,.Florid*33020 (964)822.8845 yew 7-Ari 4A OAF 40 A 4• Al� Y/� ._ .... Qist.�i, 30l t � � a _._ s NECAWind Version 2 . 1 . 0 . 6 per ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2614 www.mecaenterprises.com Date 10/2/2014 Project No. Company Name Sam Lyubkin,P.E. Designed By SL Address 2632 Hollywood Blvd.,# 105 Description Existing Porch City Hollywood, Customer Name Steven Cohen, AIA State Florida Proj Location 140 NW 102 Street,Miami Shores File Location: C:\Program Files (x86)\MECAWind\Default.wnd Envelope Procedure per ASCE 7-10 Chapter 28 Part 1 All pressures shown are based upon ASD Design, with a Load Factor of . 6 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 = 1.00 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 = 2.09 : 12 Slope of Roof(Theta) = 9.87 Deg Ht: Mean Roof Ht = 13.00 ft Type of Roof = Hipped RHt: Ridge Ht = 15.00 ft Eht: Eave Height = 11.00 ft OH: Roof Overhang at Eave= 8.00 ft Roof Area = 1580.00 ft^ 2 Bldg Length Along Ridge = 42.00 ft Bldg Width Across Ridge= 30.00 ft Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc* (33/Zm) ^0.167 = 0.23 Lzm: 1* (Zm/33) ^Epsilon = 427.06 ft Q: (1/ (1+0.63* ( (B+Ht) /Lzm) ^0.63) ) ^0.5 = 0. 93 Gust2: 0. 925* ( (1+1.7*lzm*3.4*Q) / (1+1.7*3.4*lzm) ) = 0.89 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi Internal Pressure Coefficient = +/-0.18 MECAWind Version 2 . 1 . 0 . 6 ASCE 7-10 Developed by MECA Enterprises, Inc. Copyright 2014 www.mecaenterprises.com Date 10/2/2014 Project No. Company Name Designed By Address Description Existing Porch-Rafters City Customer Name State Proj Location 140 NW 102 Street,Miami Shores File Location: C:\Program Files (x86)\MECAWind\Default.wnd Roof not I shown 2; 122; 1 ;2 51 ,a ' 1 1 2L,�---``- 2 1 a 3I Walls a Hip Roof 7 C 0<--27 Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of . 6 Width of Pressure Coefficient Zone "a" = 3 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf -------------------------------------------------------------------------- existing Porch 3.00 3.00 9.0 2H 0.50 -2.20 19.97 -87.85 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.85 Qhcc: .00256*V^2*Khcc*Kht*Kd = 39.93 psf Title: Job# Dsgnr: Date: 2:17PM, 2 OCT 14 Description Scope Rev: 580000 User:KW-0602861,Ver 5.8.0,1-Dec-2003 General Timber Beam Page 1 (c)1983-2003 ENERCALC Engineering Software Description New Roof Beam General Information Code Ref: 1997 NDS,2003 IBC,2003 NFPA 5000.Base allowables are user defined Section Name 4x8 Center Span 6.00 ft . .. ..Lu 6.00 ft Beam Width „ , 3.500 in Left Cantilever ft ... ..Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft ... . .Lu 0.00 ft Member Type Sawn Mixed Southern Pine,No.2 2 to 4 Thick Fb Base Allow 1,150.0 psi Load Dur. Factor 1.250 Fv Allow 175.0 psi Beam End Fixity Pin-Pin Fc Allow 565.0 psi E 1,400.0 ksi Full Length Uniform Loads Center DL #/ft LL 470.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft Summary Beam Design OK Span=6.00ft,Beam Width=3.500in x Depth=7.25in,Ends are Pin-Pin �'"' Max Stress Ratio 0.583 : 1 Maximum Moment 2.1 k-ft Maximum Shear* 1.5 1.7 k Allowable 3.6 k-ft Allowable 5.6 k Max.Positive Moment 2.11 k-ft at 3.000 ft Shear: @ Left 1.41 k Max.Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.41 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000in Max @ Right Support 0.00 k-ft @ Center 0.000in Max.M allow 3.63Reactions... @ Right 0.000in fb 827.75 psi fv 66.68 psi Left DL 0.00 k Max 1.41 k Fb 1,420.86 psi Fv 218.75 psi Right DL 0.00 k Max 1.41 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection 0.000 in -0.088 in Deflection 0.000 in 0.000 in ...Location 6.000 ft 3.000 ft ...length/Deft 0.0 0.0 ...Length/Deft 0.0 817.50 Right Cantilever... Camber(using 1.5*D.L.Defl)... Deflection 0.000 in 0.000 in @ Center 0.000 in ...Length/Deft 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress calcs Bending Analysis Ck 25.309 Le 11.528 ft Sxx 30.661 in3 Area 25.375 in2 Cf 1.000 Rb 9.050 Cl 0.988 Max Moment Sxx Read Allowable fb @ Center 2.11 k-ft 17.86 in3 1,420.86 psi @ Left Support 0.00 k-ft 0.00 in3 1,437.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,437.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.69 k 1.69 k Area Required 7.735 in2 7.735 in2 Fv:Allowable 218.75 psi 218.75 psi Bearing @ Supports Max. Left Reaction 1.41 k Bearing Length Req'd 0.713 in Max.Right Reaction 1.41 k Bearing Length Req'd 0.713 in Title: Job# Dsgnr: Date: 2:17PM, 2 OCT 14 Description Scope Rev: 580000 User:KW-0602861,Ver 5.8.0,1-Dec-2003 General Timber Beam Page 2 (c)1983-2003 ENERCALC Engineering Software Description New Roof Beam Query Values M,V,&D @ Specified Locations Moment Shear Deflection @ Center Span Location= 0.00 ft 0.00 k-ft 1.41 k 0.0000 in @ Right Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant.Location= 0.00 ft 0.00 k-ft 0.00 k 0.0000 in -470.00#/ft -470.00#/ft 6.00 ft Mmax=2.11 k-ft Dmax=-0.0880 in Rmax=1.409 k Rmax=1.409 k Vmax @ left=1.409 k Vmax @ R=1.409 k _ I NVRT — Flat and Twisted Rafter, Ties I" x 14 G NVRT Wood to Wood 16d or 10d Maximum Uplift Load(lbs) 11/2"Nails Len b product Gauge In each (in Code TOTAL member* Flat Ties Twisted Ties f;` 12 NVRT-12 14 6 3 5885 5885 _ 8 4 725 724 16 NVRT-16 14 10 5 861 860 18 NVRT-18 14 12 6 998 99 147 1135 1132 20 NVRT-20 14 22 NVRT-22 14 NVRT Wood to Concrete No.of 16d or 10d 11/2 No. of 1/4" diameter Maximum Uplift 24 NVRT-24 14 nails to Wood Framing Tapcons to Concrete Load(lbs) 30 NVRT-30 14 3 3 4 4 722 722 36 NVRT-36 14 5 4 856 6 5 991 r48 NVRT-48 14 7 5 1125 Notes: 1) Specify"F"for Flat and"T"for Twisted when Do not ordering. Use circled 2) Fastener values are based on a minimum of V holes 16d 11/2"thick wood members. " •3) . *Indicates no. of nails in each connected wood ° " ° t0f Tapcons member. I ITW tapcons shall be embedded a minimum of ° 1 • .11/4"into concrete tiebeam or tiebeam formed ,with concrete filled masonry. ITW tapcons shall ° X11•have a min.edge distance of 21/2"and minimum staggered spacing of 3/4"as shown. NVRT Anchor 5) Use on in Non-HVHZ. Holes dia. All 6) For Uplift loads CD=1.6 See general notes 1. UPLIFT I �8} iseP�is b`sed on Florida Approval 162 , Table 4. 1 • • e e • s • 1• to e e s s e s • LENGTH J .: • N FLAT .��'• . 5• � HALF HALF Connected Connected to truss to wall 2j" Min. edge distance e e e • e e e • • • LENGTH Tie e Beam formed with concrete filled mosonary or concrete tie beam 8 F J _9 !' C v'� y t. w Project: �� Page Sam Location:Column 1 Sam Lyubkin PE / Column 2632 Hollywood Blvd.#105 or [2009 International Building Code(2005 NDS)] Hollywood,Florida 33020 3.5 INx3.5INx7.OFT #2-Southern Pine-Dry Use Section Adequate By:77.0% StruCalc Version 8.0.112.0 10/2/2014 2:39:35 PM LOADING DIAGRAM DEFLECTIONS Deflection due to lateral loads only: Defl= 0.05 IN=L/1556 Live Load Deflection Criteria: L/180 VERTICAL REACTIONS B Live Load: Vert-LL-Rxn= 1000 Ib Dead Load: Vert-DL-Rxn= 1020 Ib Total Load: Vert-TL-Rxn= 2020 Ib 44 pro HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top= 70 Ib Total Reaction at Bottom of Column: TL-Rxn-Bottom= 70 Ib COLUMN DATA Total Column Length: 7 ft Unbraced Length(X-Axis)Lx: 7 ft Unbraced Length(Y-Axis)Ly: 7 ft �e Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 Lateral Load Duration Factor(Wind/Seismic) 1.33 COLUMN PROPERTIES #2-Southern Pine Base Values Ad'uste Compressive Stress: Fc= 1450 psi Fc'= 717 psi Cd=1.00 Cf=1.14 Cp=0.43 Bending Stress(X-X Axis): Fbx= 975 psi Fbx'= 1500 psi Cd=1.00 CF=1.54 Bending Stress(Y-Y Axis): Fby= 975 psi Fby'= 1500 psi Cd=1.00 CF=1.54 A Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E min'= 580 ksi AXIAL LOADING Live Load: PL= 1000 Ib Column Section(X-X Axis): dx= 3.5 in Dead Load: PD= 1000 Ib Column Section(Y-Y Axis): dy= 3.5 in Column Self Weight: CSW= 20 Ib Area: A= 12.25 in2 Total Load: PT= 2020 Ib Section Modulus(X-X Axis): Sx= 7.15 in3 Section Modulus(Y-Y Axis): Sy= 7.15 in3 LATERAL LOADING (Dy Face) Slenderness Ratio: Lex/dx= 24 Uniform Lateral Load: wL-Lat= 20 plf Ley/dy= 24 Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) Actual Compressive Stress: Fc= 165 psi Allowable Compressive Stress: Fc'= 717 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-Ib Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-Ib Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-Ib Moment Due to Lateral Loads(Y-Y Axis): MY= 0 ft-Ib Bending Stress Lateral Loads Only(X-X Axis): Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1500 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1500 psi Combined Stress Factor: CSF= 0.23 �� page Project: Sam / Location:Column 1 Column Sam Lyubkin PE 2632 Hollywood Blvd.#105 or [2009 International Building Code(2005 NDS)] Hollywood, Florida 33020 3.5 INx3.5INx7.OFT #2-Southern Pine-Dry Use Section Adequate By:88.5% StruCalc Version 8.0.112.0 10/2/2014 2:41:57 PM LOADING DIAGRAM DEFLECTIONS Deflection due to lateral loads only: Defl= 0.05 IN=U1556 Live Load Deflection Criteria: U180 VERTICAL REACTIONS B Live Load: Vert-LL-Rxn= -2800 Ib Dead Load: Vert-DL-Rxn= 20 Ib Total Load: Vert-TL-Rxn= -2780 1 HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top= 70 Ib Total Reaction at Bottom of Column: TL-Rxn-Bottom= 70 Ib COLUMN DATA Total Column Length: 7 ft Unbraced Length(X-Axis)Lx: 7 ft Unbraced Length(Y-Axis)Ly: 7 ft �e Column End Condtion-K(e): 1 Axial Load Duration Factor 1.00 Lateral Load Duration Factor(Wind/Seismic) 1.33 COLUMN PROPERTIES #2-Southern Pine Base Values Adjusted Compressive Stress: Fc= 1450 psi Fc'= 750 psi Cd=1.33 CF 1.14 Cp=0.34 Bending Stress(X-X Axis): Fbx= 975 psi Fbx'= 1995 psi Cd=1.33 CF=1.54 Bending Stress(Y-Y Axis): Fby= 975 psi Fby'= 1995 psi Cd=1.33 CF=1.54 A Modulus of Elasticity: E= 1600 ksi E'= 1600 ksi Min.Mod.of Elasticity: E_min= 580 ksi E_min'= 580 ksi AXIAL LOADING Live Load: PL= -2800 Ib Column Section(X-X Axis): dx= 3.5 in Dead Load: PD= 0 Ib Column Section(Y-Y Axis): dy= 3.5 in Column Self Weight: CSW= 20 Ib Area: A= 12.25 int Total Load: PT= -2780 Ib Section Modulus(X-X Axis): Sx= 7.15 in3 Section Modulus(Y-Y Axis): Sy= 7.15 in3 LATERAL.LOADING (Dy Face) Slenderness Ratio: Lex/dx= 24 Uniform Lateral Load: wL-Lat= 20 plf Ley/dy= 24 Column Calculations(Controlling Case Only): Controlling Load Case:Axial total Load and Lateral loads(D+0.75[L+W] Actual Compressive Stress: Fc= -170 psi Allowable Compressive Stress: Fc'= 750 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-Ib Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-Ib Moment Due to Lateral Loads(X-X Axis): Mx= 92 ft-Ib Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-Ib Bending Stress Lateral Loads Only(X-X Axis): Fbx= 154 psi Allowable Bending Stress(X-X Axis): Fbx'= 1995 psi Bending Stress Lateral Loads Only(Y-Y Axis): Fby= 0 psi Allpwable Bending Stress(Y-Y Axis): Fby'= 1995 psi Combined Stress Factor: CSF= 0.12 J- Post Anchors — PA, PA(E), & PAU series Post Anchors are used to secure wood'posts to concrete footings.These post anchors also provide moisture damage protection and feature a 1-stand-off plate to elevate wood posts above concrete surfaces. PA(E)—2-sided post anchors with high uplift and bearing capacity. PA—High capacity utilizing 4-sided design. 4 X PAU—Higher uplift resistance and optional bolt fastening to post. IS Materials: See chart Finish: G90 galvanizing Typical PA-44E Options: PA44, PA46, PA66, PA44E, PA46E, PA66E, PAU44, PAU46, installation & PAU66 are available in Triple Zinc.To order, add TZto stock number, as in PA44-TZ. Codes: SBCCI, BOCA— NER 530 &.NER 608, - ICBO 5379, FL821, FL822, L.A. City RR 25337 & 25357, DSA PA-076, a e County,_FL 02-0128IRS .0 =PC1"4 & n Installation: •Use all specified fasteners. Install with supplied washer. See General Notes,page 14. PAU •Anchor bolts and nails are not furnished. cross-section •Not recommended for fence posts or other unrestrained(not fixed or fastened at top) applications. These anchors are not designed to resist overturning �I (moment) loads. -Anchor bolt installation— position 5/8-diameter anchor bolt at desired location with minimum 4"" embedment into 2000 psi concrete. A minimum 2"" edge distance is required to-achieve allowable loads. • For hardened concrete or retrofit installations — use 5/8""diameter threaded rod with USP's ACRY TIGHTT"" or GEL TIGHTTA° adhesive or mechanical fastener, follow H installation instructions. ?3'" it ao u� e��r�tled�sepra�Q,Y� W orxa >(ableLsf��s PAU to _ Steel Gauge `Drm$nslor4s Fastener SFhedule� Allowable Loads jLbs:)° Sfand PAst Bearing Up11ft� Post/ ASP 3 Qff Anchor Nails. Bolts Column Sae o k Ng.,def Ngo Gage ,Plate yy H L Bolt halls Bolts_, 100°(0 133°k 180% 133%° 160°ht 4 x 4 PA44 AB44 18 12 3-9116 2-118 1 3-112 (1)112 (8)16d —— 5135 380 1 380 —— — 4 x 4 Rough PA44R AB44R 18 12 4-1116 3.112 4 (1)112 (12)16d —— 5135 380 380 —— — 4 x 6 PA46 AB46 18 12 3.9116 3-112 5-112 (1)1/2 (14)16d —— 6285 505 505 —— 4 x 6 Rough PA46R AB46R 18 10 4-1/16 3-112 6 (1)1/2 (14)16d —— 6285 505 505 —— —— 6 x 6 PA66 AB66 18 12 5.9/16 3.112 5-112 (1)1/2 . (16)16d — 6950 470 470 —— —— 6 x 6 Rough PA66R AB66R 1.8 12 6-1/16 3.1/4 6-1/16 (1)1/2 (10)i6d — 6950 470 470 —— — 8 x 8 PA88 — 18 1 12 7=9116 3-5/8 7-318 (1)1/2 (16)16d —— 7540 &% 650 -- -- Typical PA 8 x 8 Rough PA88R =— 18 12 8-1116 3-518 8 (1)1/2 (16)16d —— 7540 fisc 650 -- -- installation *;i ;PA41E ' .00 „ 1 1 $�/lG 31/2:j r,'u 112, (1)1/2 (6 t6d —— 8775;, - 9 `773 9, 9, 3192 .&112 ,(1 518 8)164 13815; @25 :825 6x6ABEBfi 1Q, 12 i t ,,1'f 5112 : .5112 (1 518 ,(8)t6d, - 181108' 1060 1060, — ` Stand-off 4 x!4 PAU44 ABU44 12 16 3-9116 5-7116 3 (1)5/8 (12)16d (2)1/2 6775 2350 2535, 2265(,2265 Plate x AU46 ABU46 10 12 3-9116 6 5 (1)5/8 _(12)t6d 2)112 13815 2350 2535 2265 2265 Washer` 6 x 6 PAu66 ABU66 10 12 5-1/2 6 5 (1)518 (12)1.6d (2)112 16005 2380 2380 E2265r2E265Base y a- 8x8 PAU88 ABU88 12 12 7.1/2 7-31,16 7-1/16 (2)5/8 14)16d -— 24900 2615 31358 x 8 Rough I PAU88R 'ABU88R` 12 12 8-1116 6-15116 7-1/16 (2)518 (14)16d —— 24900 2515 3135 — —— 1)Uplift loads have been increased 33-113%or 60%for wind or seismic loads;no further increase shall be permitted. 2)Minimum nail embedment shall be 1.5/8"for 16d nails" 3)All bolts shall meet or exceed the specifications of ASTM A 307. 4)Allowable loads are based on the use of either nails or bolts;nail and bolt values cannot be combined. New products or updated product information are designated in red. Pio Customer Service/Technical Assistance Structural Livermore, CA Office Montgomery, MN Corporate Office Largo, FL Office Connectors .0 Column Caps - KCCQ & KECCQ series Designed to be installed without the need to drill bolt holes, simplifying installation and maintaining the wood cross section. Installs with WS Wood Screws o ring high uplift capacity. The wood screws provide a lower profile than bolts. KCCQ—Standard column cap. rW, L KECCQ— End column cap. Materials: See chart Finish: USP primer Options: Straps may be rotated 900 on special H order where the W2 dimension is less than or equal to the W1 dimension. i, Alllllllll� Codes: SBCCI, BOCA—NER 532, ICBG 272 �19, OW L.A. City RR 25104 Installation: �w Typical KCCQ44 00 • Use all specified fasteners. See General Notes, page 14. center cap •WS3 Wood Screws, 1/4"dia. x 3-long, are supplied with KCCQ44 installation KCCQ and KECCQ Column Caps. •Beams shall be designed to support the required loads. Beam shear may limit loads to less than listed toads for device.A design professional shall determine the adequacy /0 of the stud to resist published loads. New A • For end column caps, add an E after the K in the stock Simi number,�as in KECC0325-4. Dlgier§loos F,astener.5c14edule3 Atlowg6le I� L' 8earingZ= ;,Opli�t� ` USP Steel Column KfrCQ KG�Q Stock Ntt" ` . Fief.No. Gau9e Wt W2 H *Q KECCQ, Beag1, , or posi 108X , X00%, 133 ,t60%.: KCCQ3254 CCQ3-4SDS2.5 7 3-114 3-518 6-112 11 7-1/2 (16)WS3 (14)WS3 21485 14650 5955 7060 KCCQ3256 CCQMSDS2.1 7 31/4 5 1 1 Typical KE00044 S25. 7: 3518 3518 61:(2 11 8112 4 tN 5855 7060 end cap CC_ C ¢56S7 516, 5112 11 16)WS3 (14)WS3 Y 24085 installation KCCt ,, Sq,$23'; 7 3518" 7.1/2 .f1 11 81/?._. AlWS3 141 WS3, 4tl65t jgffi 5 7060;' •` KCCQ525.4 -CCQ5.4SDS2.5 3 5-1/4 3-518. >6 13 9-1/2 (16)WS3 (14)WS3 41640 30430 5955 7060 KCCQ526-6 CCQ5-6SDS2.5 3 5-114 5-112 8 13 9-112 (16)WS3 (14)WS3 41640 30430 5955- 7060 KCCQ525-8 CCQ5-BSDS25 3 5-1/4 71/2 8 13 91/2 (16)WS3 (14)WS3 41640 30430 5955 1� L KCC464 . CG ;3518.,6,:112; 11 • 8112.,.,{1siWS8 ,(14 WS3. 37815_ ?9220 .5955 .7A fip KCCQ66 CCQ66SRS2 5 7 5112 5112 6112 11 7112 W$3 37815 X578¢ 5955 7060 ICCCQ67X CGQ6 7135pS2 5 Y; 51/2 44;7118 6113 11 81/2 (1;6)WS3 (14)WS3 37815 29220 5955 7960 KCC168 CCQ68SQ5?,5 7 5 U2 1/2_,8112: 11 8112 (,ifi WS3, ('14}WS3 ,:37.815. 29220 5955 7060 KCCQ74 CCQ74SDS2.5 3 6-7/8 3.518 6.112 11 8-112 16 WS3 (14)WS3 46405 35860 5955 ,.7060 H r KCCQ76 CCQ76SDS2.5 3 6.718 5-112 6-112 11 8-112 (16)WS3 (14)WS3 46405 35860 . 5955 7060 KCCQ77, CCC77SDS2.5 3 6-718 6.7/8 6.112 11 8-112 (16 WS3 (14)WS3 46405 35860 5955 .7060 NK CCQ7.1.7.1SDS2.5 3 7.1/8 7-118 6-112 11 8-t12 (16)WS3 (14 WS3 48125 37190 5955 7060 CCQ78SDS2.5 3 6-7/8 .7112 6112 11 8.1/2 (16)WS3 (14)WS3 46405 35860 5955 7060 dOW'SAS2;5" Z 7112,?: ?l2 81(2- 11 z81/i, r 1fi WS3,,{14 W53„ 5565 3 5 7060`; CC488BcWS3 (1:4jWS3 : 1565 39845 7060:::CCQ96SDS2.5 7 B-7/8 5-112 6-112 ll B-112 (16 WS3 (14)WS3 60155. 46485 5955 7060 W00 CC098SDS2.5 7 8-718 7-1/2 6-1/21 11 1 8-112 16 WS3 (14)WS3 60155 46485 5955 7060 KCCQ106 CCQ106SDS2-5 .'.7.; 91/2"::5-1/2 6,112 11 81/2 1$)WS3 -,(14WS3 :65315, 5Q4I0. :5955 ,7060;, KE(�'(O44 1)Allowable loads are based on the 1997 NDS48. 2)Bearing loads are based on 625 psi perpendicular to grain loading;no further increase for duration of load.is permitted. 00 3)Uplift loads have been increased 33-113%or 60%for wind or seismic loads;no further increase shall be permitted. 4)Allowable loads are based on lumber with a specific gravity of 0.50 and a moisture content of 19%or less. 111114 5)WS3 Wood Screws are 1/4-x 3-long and are included with KCCQ and KECCQ column caps. 6)Beams shall be designed to support the required loads. Beam shear may limit loads to less than listed loads for device. 00 7)The designer shall check post for required loads. 8)Spliced conditions must be detailed by the specifier to transfer tension loads between spliced members by means other than the column cap. 9)Uplift loads do no apply to splice conditions. New products or updated product Information are designated In red. www.USPconnectors.com Structural connectors • • USPconnectors.com 2005 United steel Products Company LJSP�79-051 f NVRT — Flat and Twisted Rafter Ties 1 " x 14 G NVRT Wood to Wood 16d or 10d Maximum Uplift Load Ohs) 11/21Nails LenProduct Gauge TOTAL memeach ber* Flat Ties Twisted Ties (inr6 3 5885 5885 12 NVRT-12 14 8 4 725 724 16 NVRT-16 14 10 1 5 861 860 18 NVRT-18 14 12 6 998 996 14 7 1135 1132 20 4 ='�U1 NVRT Wood to Concrete 22 T-22 14 No.of 16d or 10d 11/2 No. of 1/4"diameter Maximum Uplift 24 NVRT-24 14 nails to Wood Framing Tapcons to Concrete Load(lbs) 3 3 5885 30 NVRT-30 14 4 4 722 36 NVRT-36 14 5 4 856 6 5 991 48 NVRT-48 14 7 5 1125 Notes: 1) Specify"F"for Flat and"T"for Twisted when " Do not ordering. ' I.i III Use circled holes 16d 2) Fastener values are based on a minimum of 11/2"thick wood members. " a t" 3) *Indicates no.of nails in each connected wood ° o I"Topcons member. t " o 4) ITW tapcons shall be embedded a minimum of o 1 ' �.' o o Ir 11/4"into concrete tiebeam or tiebeam formed ty' o ° � . with concrete filled masonry. ITW tapcons shall ° tx" o 0-- 1h. t�" have a min. edge distance of 21/2"and minimum 0- staggered spacing of 3/4"as shown. NVRT Anchor 5) Use on in Non-HVHZ. Holes dia. all 6) For Uplift loads CD=1.6 o s a e 01. UPLIFT 8)- This table is based on loci a Approval 16294, } Table 4. Vogl Otiytoo�e •.i{. .i• g ZoQ • • s s s • t' ko ` e • e s e e e LENGTH ,I „ ' ';'`• r FLAT 4 HALF HALF Connected Connected to truss to wall -�� 2j" Min. edge distance u s e ee e e e e e e e • e e e LENGTH =j Tie Beam formed with TWISTED concrete filled masonary or concrete tie beam 8 STEVEN L. COHEN & SI R A. M;®�� APrROVED C 1JOT APPF�t)`v'E411AMI-DADECOUNTY BUILDING AND NEIGHBORHOOD COMPLIANCE DEPARTp , ED AS CCRRFC�{pDUCTCONTROLSECTION 11805 SW 26 Street,Room 208 BOARD AND CODE ADMINISTRATION DIVISION R E V S Eyf A D R�r S;! �'yl+T Miami,Florida 33175-2474 F(786)315-2599 NOTICE OF ACCEPTANCE NOA ,':F ' " , ,, � . .� �,,�� „ ��±w.miamidade.eov/bufJdins Town&Country Industries 400 West McNab Road TH .', ' -k A' Ft.Lauderdale,Florida 33309 Ey`T SCOPE: `;• --- 1�f�1�1" - - ... _. . 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 BNC-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. BNC 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 High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: 0.0615"(min.)Aluminum Storm Panels Shutter APPROVAL DOCUMENT: Drawing No.08-352,titled"0.0615"Aluminum Storm Panel",sheets 1 through 6 of 6,prepared by Knezevich Associates Consulting Engineers,dated September 01,2008,signed and sealed by V.J. Knezevich,P.E.,on September 03, 2008 bearing the Miami-Dade County Product Control Renewal stamp with the Notice of Acceptance number and the expiration date by the Miami-Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: Each panel shall bear a permanent label with the manufacturer's name or logo,city,state,the following statement: "Miami-Dade County Product Control Approved",and NOA number,per TAS-201,TAS-202, and TAS-203,unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use,and/or manufacture of the product or process.Misuse of this NOA as an endorsement of any product, for sales,advertising or any other purposes shall automatically terminate this NOA.Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami-Dade County,Florida,and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA renews NOA#09-0114.04 and consists of this page 1,evidence submitted pages E-1,E-2,and E-3 as well as approval document mentioned above. The submitted documentation was reviewed by Helmy A.Makar,P.E.,M.S. ky2MLAMI-DADE _` ./� NOA No. 11-0428.04 COUNTY Y" Expiration Date: 07/19/2016 0 610 y/Z o Approval Date: 06/09/2011 Page 1 Town & Country Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 1. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL 400-1212.05 A. DRAWINGS 1. Drawing no. 00-205, titled " 0.0615"Aluminum Storm Pane ",prepared by Knezevich &Associates, Inc., dated December 8, 2000, last revision 01 dated May 24, 2001, sheets 1 through 6 of 6, signed and sealed by V. J. Knezevich, P.E. B. TESTS 1. Test report on Large Missile Impact Test, Un form Static Air Pressure Test and Cyclic Wind Pressure Test of 0.0615"aluminum storm panels,prepared by Construction Testing Corporation, Report No. CTC-00-038, dated November 7, 2000, signed and sealed by Yamil G. Kuri, P.E. 2. Letter from Construction Testing Corporation,for test report No. CTC-00-038, dated June 1, 2001,for the panel thickness, signed and sealed by George Dotzler. C. CALCULATIONS 1. Comparative analysis and Anchor Analysis, dated December 8, 2000,pages 1 through 52, prepared by Knezevich and Associates, Inc., signed and sealed by V. J. Knezevich, P.E. 2. Revised Comparative analysis and Anchor Analysis, dated June 20, 2001,pages I through 4,prepared by Knezevich and Associates, Inc., signed and sealed by V. J. Knezevich, P.E. D. MATERIAL CERTIFICATIONS 1. Mill Certified Inspection Report of coils, not dated,for Aluminum Alloy 3004-H34 by Jupiter Aluminum Corp., with chemical composition and physical properties. 2. Tensile Test Report from Certified Testing Laboratories, Test Report#CTL— 799F dated August 28, 2000,for Aluminum sample #00-038, tested per ASTME8-93, signed and sealed by Ramesh Patel, P.K 2. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL#03-0421.12 A. DRAWINGS 1. Drawing No. 03-260, titled " 0.0615" Aluminum Storm Panel ", sheets 1 through 6 of 6,prepared by Knezevich &Associates, Inc., dated April 04, 2003, last revision #1 dated September 23, 2003 signed and sealed by V.J. Knezevich, P.E. B. TESTS 1. None. C. CALCULATIONS 1. None. D. QUALITY ASSOURANCE 1. By Miami-Dade County Building Code Compliance Office. kl�J� &'Z� elmy A.Makar,P.E.,M.S. BNC,Product Control Unit Supervisor NOA No. 11-0428.04 Expiration Date: 07/19/2016 Approval Date: 06/09/2011 E-1 Town & Country Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED E. MATERIAL CERTIFICATIONS 1. None. 3. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL#05-0713.02 A. DRAWINGS 1. Drawing No. 05-354, titled " 0.061S" Aluminum Storm Panel ", sheets 1 through 6 of 6, prepared by Thornton-Tomasetti Group, dated June 29, 2005, last revision #0 dated June 29, 2005 signed and sealed by V.J. Knezevich, P.E. B. TESTS 1. None. C. CALCULATIONS 1. Anchor Analysis, dated June 15, 2005, 31 pages,prepared by Thornton-Tomasetti Group, signed and sealed by V. J. Knezevich, P.E. D. QUALITY ASSOURANCE 1. By Miami-Dade County Building Code Compliance Office. E. MATERIAL CERTIFICATIONS 1. None. 4. EVIDENCE SUBMITTED UNDER PREVIOUS APPROVAL#09-0114.04 A. DRAWINGS 1. Drawing No. 08-352, titled " 0.0615"Aluminum Storm Panel ", sheets 1 through 6 of 6, prepared by Knezevich Associates Consulting Engineers, dated September 01, 2008, signed and sealed by V.J. Knezevich, P.E., on September 03, 2008. B. TESTS 1. None. C. CALCULATIONS 1. Anchor Analysis, dated September 09, 2008, 19 pages, prepared by Knezevich Associates Consulting Engineers, dated September 01, 2008, signed and sealed by V.J. Knezevich, P.E., on September 03, 2008. D. QUALITY ASSOURANCE 1. By Miami-Dade County Building Code Compliance Office. E. MATERIAL CERTIFICATIONS 1. None. 4� 4. kc4or, elmy A.Makar,P.E.,M.S. BNC,Product Control Unit Supervisor NOA No. 11-0428.04 Expiration Date: 07/19/2016 Approval Date: 06/09/2011 E-2 Town& Country Industries NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED 5. NEW EVIDENCE SUBMITTED A. DRAWINGS 1. None. B. TESTS 1. Test report on Large Missile Impact Test and Cyclic Wind Pressure Test of 0.0615 aluminum storm panels,prepared by Hurricane Test Laboratory, LLC, Report No. 0353- 0308-11, dated April 07, 2011, signed and sealed by Vinu J. Abraham, P.E. C. CALCULATIONS 1. None. D. QUALITY ASSOURANCE 1. By Miami-Dade County Building and Neighborhood Compliance Department(BNC). E. MATERIAL CERTIFICATIONS 1. None. C-Relmy A.Makar,P.E.,M.S. BNC,Product Control Unit Supervisor NOA No. 11-0428.04 Expiration Date: 07/19/2016 Approval Date: 06/09/2011 E-3 ABEL 0.061V ALM1 MM 3TORI PMK LOCATION ,. - ®ACHINE 1.05" " ,0 SfAfM MttA"O�C.ISTUD O.0 6TUDi2" CC pp f�1[} p O[IZEEREf�I • E ReVER5E01' II�,IF� T^ 1 9"T P. P \ " SEE NOTE 5 TY w 9"TVP. Vj � llliii .101 PFG No.10 N0.10 12.00"[OVCRAGE 1 I 6.000"COV[RAGE J .062 a j00 3 T5" 0 OSTORM PAIN TA HALF STORM PANEL (D'IF HEADER O V HEADER 3A BMLDOUi V FADER O STUD AMIE ®STUD ANGLE Lill SCALE,3'.1'-0' SCALE:3•--1-0 SCALE:3'•1'-0" SCALE:3".1'-0' SCALE 3'.1'-0" SCALE,3`•T-O' SCALE:3".T-0" qe .190.TB" .190.3)0' ��rrrTTTf 1/4-W R CHINE 5CpE . •. 1TT" .t40" pp([[ ppNN 13'tSt"653' 13' t65".655" N BE REVERSf01 c y5 • "��.2,s. o�i4'„zts 1i4;m as ss 0.090”ITYP.I T �I S M 0.090"(TVP.1 ]0•, Z7 9631 1.00"MIN. 315"R •• YM T'1 //•_________A (__„I c N�0 W 1�1p03TTE OR ~ LFG DMECTgN PAYAG INJDY) AMBLE ®SHO AMBLE GAMBLE ©C-TRACK(FINISH) ®C-TRACK OBUILD-OUT FTRACK O'P TRACK ®Y'AMSLE-1LI SI SCALE IT TB WASHER - SCALE:3'•T-0^ ECALE:3'.T-0' SCALE.IML,SIZE SCALE:HALF SIIE SCALE:HALF SZE SCALE.HALF SIS! SCALE:XALF SIZE SCALE:HALF 512E S5 lZA�:A'ALFEHE FAS�OER NM RE��oApS EL.E.K. y # L �j f0UR TO �St r�OlLE.F°RRSRM LAS P0.0D11C1'RBNBKD - T 1�IYFHONVECO[RY t r� ��TMUR�.I AXCXOR E(M90LF MIR MpsOIIRRwtlYYf RNRY 3 1.T T CMf L F> u� 1/t" AN, A RP-Mm 2'�y Fi id LEIdBYkP��6tJChl P1E.Ri4AY§fd1�FbN5 418Sddl� 1 ; T "A% L. § 3. P PLAW 1 ALUM.ANGLE � fITSIM(CCpgAPR IMRN♦NI WVlANUN COOE'41060V[RIIXC CLOSUREPIECF 'M T,IE5EAppqpyALppC��i��pEMCq¢A1�OUGNDi i'a Y x 0.125'MIN.TO DIWbn 4.FOA iITL-W[OT4 APPISATIWI OF�Mi BIRITT[R SYYTl�I.CLUOF OrOPMATION ` Lmfx..SEE STRiM PAMEL SPAN 3'x S"x 0,125"MAX. XISTIND CONCRCTC HOLLOW CCO CRETALOCK 5. a COMPLY WITH CHAFTBR a1GIS-23 SCHCDULE-T E 1 TRAP MOUNT CLOSURE DFTAL OR WOW FRAMING.SEE ��PYr'd �� F��eHA t, TYPICAL HORRONTAL ELEVATION pF�y�/E3R[�Ep KAM ON STYPE OEFSTRUCTURE �� 4fTAMR.YfVdX LIEI°�°M A p ) NV 1pplt� qxc W to TIONS TO THESE APPROVAL-FIENTIL WILL voq +PERMNOICULAR To SMETTERAXO L QIE,LPPpOV�.T OOCIAIEITY'. PANEL SPA NI M N TK c� CNS V��1[pOM iN`[•Wpov L D0 TYPICAL SECTIONS TOP MOUNT MAx. °AIIIl a IAT�'L'¢[C�OX[OFPTK F0.EOYIYq OPTIQM4�M°NT3.THE .- ` ALUM.ANGLE 1 ASTN L T00 2"0[FOR 5'v D-0IlT ROSl9K PR[[ DE LOAD51LE55 T N OR OISTAMC[ x 2'x 0.123•MN.TO EOUAL TO 110 P.S.F.A 0 O.C. A L `\ 2'•5'a O.RS`MAK. FOR DESIGN LO ADS G ATER 3 01 - iPiCyIC.tPFq�VAL Bi•p pp AND w W ,,,0 / THAN 110 P.S.P.(SCE ANCHOR �nTY PMOO�T C�� N �� PIAN 650" ! HOILOM[dl@ETEE9LDCK ANrGHONPRODIICT RENHWFD 4bti IREYd5G4q iXPoA4LLF�N!EWi XPWfl1Y9tdA eLS74�Yf4A93d b4PIE{�t V \ OP WOOD FRAM NG.D E u tiS�S mq PERP NEL AX0 4C R1°d3+R ICf«fl sEkXUdCFB S _ Ancnm scxro.BAseD ar+PB w n ma P19E GR v BflBN6T l'1�WF ON TYPE OF STRUC. oWld,g CbOe BIxD•our MOurt aoSURE DErAI OXPONS TAONSOPOOme v4z 2 .0/6 11 A INYFO nWE AIIIRE® 1/4" a� 11 PdL01g TRUSIllNB S A FG�P£3 t 4f1 d9ikC24 gIY3"hbRtaAL b 6dt�g " /, 3a`9 MAX. QLa�.L 11.ALL 2XTAUsgHE SHALL OF 600-6 AW nXlun AUOr.SU'�MA �,jAK, 1 I C= 12.A1h°� E3 ;'�FLCBE GALYEO OR ESS STEEL WITH WOMA �t�� HOLLOV COIHHC TEEbLOCX -- nT11RF ROT OR WOOD FRAMING. rv. BOTTOM MOUNT WAIL MOUNT CLOSIIIIE DETAIL TYPICAL VERTICAL ELEVATION TYPEALCLOM METALS +°'A'B HURRICANE PR07ECTION 0 2 SCALE+1/4'.V-0" SCALE:1-1/2'•T-0' vAoe 1 RB OA W ALUMOYUM STORM PAWL PTIBNAL LEG DIRECTION �ylyy SEE ANCHOR NOTE NP.4 INET R1F:G C (TVP TOP AND BOTTOM SEE ANCHOR NOTE No.L B S p�TON ITYP.TOP AND BOTTOM EXNOCONCRETE Gi fGCCI ONX-ol HOLLOW CONCRETE bLOCN _ MD01 OR WOOD FRAMING. dl ypS /<"MAX. SEE ANCHOR NOTE N..4 Ntl /2' Z ITYP.TOP AND BOTTOM) 1/4"MAX. y AO�" y FOISTING CONCRETE 9� HOLLOW CONCRETE ALOCN SEE ANCHOR ROTE Ne.L a 3 011 WOOD FRAMING. ITYP.TOP AND BOTTOM) M EXISTING EXISTING GLA.. m "' ON00RON (i AZIN 1 I- A� MF:1 u0~i G y EXISTING 1 (7F�••j■QY GLAZW 1 1/4"MAX. W N 4 I 4 MATB N� EXISTING 1 Lya 10 1� CIl P GLAZI14-IMAX, N N it � • [1$P ;TILOW COON N[RFTEEbLOCK TNM:Ct LONIuIhN B/4"MAX. B1 OPNMLOIFMWYMN EXCCEDEAII[HOR SCNEOU E SPACING DO .4000 FRAMING. THE Ct - O FIND EEAGLE ANCHORS ONLY W/KEYHOLE N• ��g 1/4-20 MACHINE BOLT pppTION OF KEYIE(MF WASHENN NARROW y CI W/LOCH NUT 12"O.C. OME01XN1 TPF:C1 l EXISTING CONCRETE OPTIDNAL ITYP.TOP}N TTON) f HOLLOW CONCRETE ELOCN LEG OIFFECTION Iq OR WOOD FRAMING. 1 `� WALLMOUNT SECTION Lu-M MOUNT SECTION THREE I/4^m.MIN. FTRACIO➢IRECT ANIUNT 6ECiHXI SF O O3"LONG WOOD ©SGLE�3"•1'-0" "TNG CONCRETE. SCALE i 3".V-0" SCALE.Y•Y-0" LAG SCREWS®24" OW CONCRETE BLOCK EE ANCHOR NOTE Ne.4 O.C.MAX WIT 1-3/4" 1 1 ••-1TRUSSWOO ROOF 000 FRAMING. ITYP.TOP AND BOTTOM) EMBEDMENT OR FRAMING MEMBER %6TIN0 TOATMf PAt�4�CLNdNEAR .-NG XI TING STUCCO N AWSMS 0R PLYWOOD 4" 4 1 MAX. 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ANCHOR SCFF�1ffD.BASED Ry OB 1 B ON TYPE OF STRUCTURE SEE ANCNOR NOTE Ho.4 C1 M DAde G M q2 OwCENlRUHAOR AIOUNT SECTION IASS THRU'SECTLN BI111D LION YPV l.3"•1'-0" OscALE,3".1'-0" OSCALE:3".1'-0" PAGE.dI WDao ROOP TRUSS 0.0010"ALIMM IM STORM PANEL OR FRAMING MEMBER NE 1/4"0x MIN.5"LONG 0 34.O.C.MAX. � ®WOOD 24"0 CC MAX.WITH E%ISTING STUCCO 2-1/]"EMBEDMENT TW01/4Yn MIN,4` HNRM OR PLYWOOD INTO WOOD MEMBER LONG STAINLESS STEEL SOFFIT ®WeOOD LAG SCREWS TWO 1/{"Px MW —m.4"IOHED.C.MAX.WITH CLAZIEXISTING ®WOOD LAG SCREWS (_)�^M y1 GLA21 2-1 2•EM EDMENTITH WEXISTWGM TO WOOD MEMBER WOOUM CDNT.ALUM. 1/4" EMBEDMENT TUE 1"x4"OR1`x6` MAX. 2 %x3/4" TUBf(6063-T61M 3 e I • LL� COM.3'n OR l"x W000 TEN SCREW "•� V2"PLYW000 7;� FRAMING 0.E-UI0.fD 4 @YO.C. 114 x 3/4" TE K SCR[W 1/t" /4"MAX. u% CL ®12"O.C. E%ISTING MA%. 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E%ISTING CONCRETE w W000 pLOCKIN MOIIOW CONCRETE 6LDCK OR WOOD FRAMIND. ©sEAOUW M/DIAL.our 8EC110x OCdALI' ul6DUf MOUNT IEITIIN O scBUILO-0Ur/fpMWNTSECTION //�� PRODUCT RENEWED USE\iOR®WITH eOmPlying witl1 tI.Pi0Eul6 1/4-20 X 3/4` DWWIOg IN MACMNE SCR[W _ O1A550 JIITH.615^x.675• ACc?PImce NO O p� •q D00 SCREW HEAD UpN��6 SCREW CAO s MYmi aConV RN 3/14" T LOCK STRAP AP IN NYLON BUSHING PLACE UEE A THUMB OR 1/4- 9.5.NUT ITY %ISTING CONCRETE, ARL SCREW OR A TRUSS j OLLOW CONCRETE BLOC HEAD BOLT Er R WOOD FRAMING. _ y, I V.J.KI l C(V 0 q q •' ACHI x 3/4" MACMNE SCREW M 1'NEp N - - WITH.6T5•x.615" x. 5•'SQUARE lROWCT NBVMAMI EE ANCHO0.NOTE Ne,l REW HEAD Vp wB/b111AYA6MIkd6 (TIP.TOP AND BOTTOM) \ I 12"O.C. BddbE CME / /Ifi"I.O.AND AMMu�NO -G .O 1/2"D.C.x 3/16- INAL MINIMUM NYLON LOCATION W OP 2008 X21f U6EOifiFNERMLL1ENtOlAMCiK11 RIMA3 /16" BUSHING OR I/4-20 OF STUD F 6•IEIOBIBI.O•XGOBIWFNO)R MIN. 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SEE ANCHOR NOTE No.y BuildlDe C:OdO Aottplm<e No -O 2 .04. lig O WOW CFANIV IN SDE MOUNT MOTION WALL MOUNT SECTION E SCALE.3"•V- ' SCALE,3".1'-0- -� 5"LONG HANDLE CyISTIyO RIVETED TO PANEL wINDGw r-r y!0 S 5.LOLT W/ 3/1"/MEphLl FOR PASTPNIN6 PgNEL WASHER L WINGNUT UNCH 1/T"K 1"HOLES IN I I T I ITL"D.C.ITYPI �- P AO/SCENT PANELS TO q LACE TO GAGE ST THIS BOLT W/PM NUT.PLACE 1• +l BENT PL PANEL OVER EACH ADJACENT '•I AR..R"E 6��UM6 I PANEL AND FASTEN WIMMUTS R t"OVERLAP fRDM THE INSIDE EM6f0 I 4 V'YP E%$STING COWRETE MAX. HOLLOW CONCRETE BLD[ �• OR W000 FRAMING. EXISTING PINL PNIB IEiMI'1'-Y 61Ml OC6tlX LW0 i!W/%EJ VJ.NnWWM \T BAY WINDOW r/y-T0.1"MACHINE O NTEWOR H$TOMANNE ASSEMBLY 5[REIJ RSTUD WITH -_ _ I SMG.0,ICDOINWiI CTS T 11 SCALE,1-1/T".t•-0" WASH 5.3. IN W/ TO ADJACENT PANEL) f• WASH 0.L WING P T4"0.[.$TYP. 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"GO B'-1" 140,0 S'-0" 1s0.0 S'-0" V.J.X.. Wo PKaXICT".NEWGD 0D04NY018 with Dm Fk W, ramcl MiVom etdlEme Cem as= REY W IIRIM .0¢ Amyhxe� — •0¢ MI I Dz�de�CaRm � °eM N01eo nl r'OB 21108 OINNOe i RAOlBdB Z r&I MIAMI- MIAMI-DADS COUNTY EMS PODUCT CONTROL SECTION DEPARTMENT OF PERMITTING,ENVIRONMENT,ANP 11805 SW 26 Street,Room 208 ,��VLATORV AFFAIRS(PERA) —I T Miami,Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION, (746 -2590 F(786)315-2599 � NOTICE OF ACCEPTANCE (NOA , Vww.mialni ) Ade."v/ era/ Curv-A-Tech Corporation 777 77 1.75 930 W.23r'Street Hialeah,FL 33010 SCOPE: t 114 11f This NOA is being issued under the applicable rules and regv-I tiora 1hemw-okonstruction materials.The documentation submitted has been'reviewed and accepted by Miami-Dade County PERA- Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction(AHJ). This NOA shall not be valid after the expiration date stated below. The Miami-Dade County Product Control Section(In Miami Dade County) and/or the AHJ(in areas other than Miami Dade County)reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke,modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami-Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein,and has been designed to comply with the Florida Building Code,including the High Velocity Hurricane Zone. DESCRIPTION: Series 11300 STD"Aluminum Single Hung Window—N.I. APPROVAL DOCUMENT: Drawing No. W98-25,titled"S-300(STD)Alum. Single Hung Wdw.(N.1.)", sheets I through 5 of 5,dated 03/25/98 with revision E dated 06/28/11,prepared by A]-Farooq Corporation, signed and sealed by Javad Ahmad,P.E.,bearing the Miami-Dade County Product Control Revision stamp with the Notice of Acceptance number and expiration date by the Miami-Dade P County .• ""* n Product QW& Section. • MISSILE IMPACT RATING:None LABELING:Each unit shall bear a permanent label with the manufacturer's nameloorloo@gso,city,,states model/series,and following statement: "Miami-Dade County Product Control Appre*y*24*.",-unlesCott=VVise noted herein. oo:eo: eono : RENEWAL of this NOA shall be considered after a renewal application has been ft&,Ind there hasTeen no change in the applicable building code negatively affecting the performance of t1591k8fuct. . *. • TERMINATION of this NOA will occur after the expiration date or if there has been a revisiort8r*Wnge %• in the materials,use,and/or manufacture of the product or process.Misuse of this NtWaAn endoj;emnt • of any product,for sales,advertising or any other purposes shall automatically terminate this NOPE 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. N INSPECTION:A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises and renews NOA#06-1204.02 and consists of this page I and evidence pages E-I and E-2,as well as approval document mentioned above. The submitted documentation was reviewed by Manuel Perez,P.E. NOA No.11-0816.07 Expiration Date: November 12,2016 Approval Date: October 20,2011 Page 1 MKI41 11MEMUN"p Cury-A-Tech Corvoration NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS 1. Manufacturer's die drawings and sections. 2. Drawing No W98-25, Sheets 1 through 5 of 5,titled"S-300 STD Alum Single Hung Wdw. (N.I.)", dated 03/25/98 with revision E dated 06/28/11,prepared by Al-Farooq Corporation, signed and sealed by Javad Ahmad,P.E. B. TESTS 1. Test reports on: 1)Air Infiltration Test,per PA 202-94 2)Uniform Static Air Pressure Test,Loading per PA 202-94 3)Water Resistance Test,per PA 202-94 4)Forced Entry Test,per SFBC 3603.2 (b)and PA 202-94 along with marked-up drawings and installation diagram of an aluminum single hung window,prepared by Fenestration Testing Laboratory,Inc.,Test Report No. FTL-6515 dated May 18,2011,signed and sealed by Marlin D. Brinson,P.E. 2. Test reports on: 1)Air Infiltration Test,per PA 202-94 2)Uniform Static Air Pressure Test,Loading per PA 202-94 along with marked-up drawings and installation diagram of an aluminum single hung window,prepared by Fenestration Testing Laboratory, Inc.,Test Report No. FTL-1957 dated February 25, 1998,signed and sealed by Gilbert Diamond,P.E. (Submitted under previous NOA #06-1204.02) 3. Test reports on: 1)Air Infiltration Test,per PA 202-94 2)Uniform Static Air Pressure Test, Loading per PA 202-94••• 3)Water Resistance Test,per PA 202-94 : *00 •••• 6996:* 4)Forced Entry Test,per SFBC 3603.2(b)and PA 2b2-94•• ••• • .. .. . ...... along with marked-up drawings and installation diagram of an Ujuum single hung • window,prepared by Fenestration Testing Laboratory, Inc.,Test.ReportNq.•• •• • FTL-1958 dated March 13, 1998, signed and sealed by Gilbert bldfl nd, P.E. " •• (Submitted under previous NDA #061204.02) "•"' ••• ••••• 4. Test reports on: 1)Air Infiltration Test,per PA 202-94 • 2)Uniform Static Air Pressure Test, Loading per PA Z02-94 •••••• along with marked-up drawings and installation diagram of an adumisun siftgle hung :•••• window,prepared by Fenestration Testing Laboratory,Inc.,Test Keport No.,:,•• • FTL-1962 dated Marchl6, 1998, signed and sealed by Gilbert Diamond,P.E. (Submitted under previous NOA #06-1204.02) i Ma uel P .E. Product Control Illy.ymner NOA No. 11- 07 Expiration Date: November 12,2016 Approval Date: October 20,2011 E-1 Cury-A-Tech Corporation NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED • B. TESTS(CONTINUED) 5. Test reports on: 1)Air Infiltration Test,per PA 202-94 2)Uniform Static Air Pressure Test,Loading per PA 202-94 3)Water Resistance Test,per PA 202-94 4)Forced Entry Test,per SFBC 3603.2(b)and PA 202-94 along with marked-up drawings and installation diagram of an aluminum single hung window,prepared by Fenestration Testing.Laboratory,Inc.,Test Report No. FTL-1942 dated March 03, 1998, signed and sealed by Gilbert Diamond,P.E. (Submitted under previous NOA 4061204.02) C. CALCULATIONS: 1. Anchor verification calculations and structural analysis, complying with FBC-2007 and FBC-2010,prepared by Al-Farooq Corporation,dated 06/27/11, signed and sealed by Javad Ahmad,P.E. 2. Glazing complies with ASTM E1300-04. D. QUALITY ASSURANCE 1. Miami-Dade Department of Permitting,Environment,and Regulatory Affairs(PERA). E. MATERIAL CERTIFICATIONS 1. None. .... F. STATEMENTS • 1. Statement letter of conformance and no financial interest,dated 06,XY-11, sigrleii and ••"" sealed by Javad Ahmad,P.E. 009:06 2. Proposal No. 11-0267 issued by BNC,dated March 30,2011,sigli�dby Manuel;• Perez,P. E. • ...... ... . ..... .. .. .. ...... G. OTHERS ...... •; 1. Notice of Acceptance No. 06-1204.02,issued to Cury-A-Tec Cot oration fortM;• Series 300 (STD)Aluminum Single Hung Window,approved on0V101J07 and.... expiring on 11/12/11. ..:. Manuel P z, .E. Product Control er NOA No.11-0816.07 Expiration Date: November 12,2016 E-2 Approval Date: October 20,2011 53 1/8" WINDOW WIDTH n 53 1/8" 48 1/8" g 53 1/8" �� N WINDOW D.L. OPG. (FIXED) mw WINDOW WIDTH 3 .10 48 1/88" FALSE MUNTINS A n � Z n J D.L. OPG. (FIXED) m Y1 (SURFACE APP �} _0 F I,D LIED) I.> 3 Z FALSE MUNTINS !a �z MAY BE USED m F n (SURFACE APPLIED) (� M MAY BE USED M n o A n Qj 0IL 0 U II II � J M Q IS m [L // O J I r____ // D o ,.LASS TYPE] a n J PEE CHAETA 0 4 Q d 0o GI�LLASS TYPES'I B PEE 2 II N oy r t3 !rSHEETEE ,i W �� '°d_ � B OCB SN. �oC3 w ,f wW w / QZw f n Z M O II II N 1 li V o m --__ i rc LLuII 5k _ o [co o 1 Fa"MAx. V48 a" MAx. ILGONERS HEAD/SILL TRUE MUMINS HEAD/SILL Q 4 98 1/B" CORNERS CORNERS VWO D.L. OPG. (VENT) NT) D.L, OPG. > C3 In rMi q 50 1/4- CENTER ANCHOR AT HEAD h SILL WW 50 1/4' REQUIRED ON WIDTHS 50 1/4" F- VENT WIDTH VENT WIDTH GREATER THAN 30"ONLY VENT WIDTH 2 I N 4 TYPICAL ELEVATION CENTER ANCHOR AT HEAD k SILT TYPICAL ELEVATION TYPICAL ELEVATION REQUIRED ON WIDTHS QQ r�i 1 OVER 1 GREATER THAN 30"ONLY 1 OVER 1TRUE COLONIAL i O J v TESTED UNIT TESTED UNIT TESTED UNvi U rn x O SERIES 300 (STD) ALUMINUM SINGLE HUNG WINDOW DAY LIGHT OPG. DIMENSIONS 1/1 WDW. DAY LIGHT OPG. DIMENSIONS TRUE COLONIAL WDW. APPROVAL APPLIES TO SINGLE UNITS OR SIDE BY SIDE WINDOW WIDTHS I D. L. OPENINGS D.L. OPENING MAX.WIDTH a 11" COMBINATIONS OF S.H./S.H. OR SINGLE HUNG WITH OTHER 19-1/8" 14-1/8" D.L. OPENING MAX. HEIGHT= 13-7/18"" MIAMI-DADE COUNTY APPR'D WINDOWS USING MIAMI-DADE COUNTY 26-1/2- 211/2" o g APPROVED MULLIONS IN BETWEEN. o r LOWER DESIGN PRESSURE FROM WINDOWS OR MULLION APPROVAL 37" 32" WINDOWS NOT RATED FOR IMPACT, a f2 WILL APPLY TO ENTIRE SYSTEM. 53-1/8 48-1/8 INSTALLATION OF THIS PRODUCT IN THE HVHZ AREA REQUIRES THE DESIGN LOAD RATING FOR THESE WINDOWS TO BE AS PER CHARTS DAY LIGHT OPG. DIMENSIONS'-1/1 WDW. USE OF APPROVED SHUTTERS OR EXTERNAL PROTECTION DEVICES • COMPLYING WITH HVFIZ REQUIREMENTS. SHOWN ON SHEET 2. WINDOW HEIGHTS D. L. OPENINGS 26° 9-'3/4" INSTALLATION OF THIS SYSTEM OUTSIDE THE HVHZ AREA SHALL MEET c•g THE APPLICABLE REQUIREMENTS FOR WIND BORNE DEBRIS PROTECTION. o THIS PRODUCT HAS BEEN DESIGNED AND TESTED TO COMPLY WITH THE 38-3/8" 15-15/16" A .s REQUIREMENTS OF.THE FLORIDA BUILDING CODE 2007/2010 EDITION INCLUDINJ o HIGH VELOCITY HURRICANE ZONE (HVHZ). • '' • 5 -5 "• 22 1/16" -� 0 o W • 1HIS NOA IS NOT VALID WITHOLIT CORPORATE SEAL I WOOD BUCKS BY OTHERS, MUST BE ANCHORED PROPERLY TO TRANS" ' '' ' •56'• ' 24,3/4" OF CURV-A-TE;C�1 CORPORATION AND A LABEL AFFIXED. LOADS TO THE STRUCTURE. / • • • • • •63"� • 28 1 4' r ANCHORS SHALL BE AS LISTED, SPACED AS SHOWN ON DETAILS, ANCHORS '•• " ' 74 1 33,7/8" Engr:JAIL MAD EMBEDMENT TO BASE MATERIAL SHALL BE BEYOND WALL DRESSING OR STUCCO. Fu..PE '7g5pp PRODUCT REVISED 1 CtA,•N. riOB'" u mmplyiswilh tha Platidn d ANCHORING OR LOADING CONDITIONS NOT SHOWN IN THESE DETAILS +A ' Building Code a �' ARE NOT PART OF THIS APPROVAL. • ••• • •••am I ` Lxxplriioe� 06A LOAD DURATION INCREASE IS USED IN DESIGN OF ANCHORS INTO WOODONLY. ByMATERUU.S INCLUDING BUT NOT LIMITED TO STEEL/METAL SCREWS,THAT COME�MOMimi nd°Pfodcel CONTACT WITH OTHER DISSIMILAR MATERIALS SHALL MEET THE REQUIREMEMS •• OF 2007 FLORIDA BLDG. CODE SECTION 2003.8.4. sheet 1 of 5 , • • • • • • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • DESIGN LOAD CAPACITY - PSF �v 1 OVER 1 TRUE COLONIAL .10 WINDOW DIMS. NUMBER OF DSB-ANNEALED GLASS 3/18"-ANNEALED GLASS I/4"-ANNEALED GLASS DSB-ANNEALED GLASS C EXT. WIDTH HEIGHT ANCHORS/JAMB (+) 1NT. (-) EXT. (+) INT. (-) EXT. (+) INT. (-) EXT. (+) 1NT. (-) 19-1/8" 4 55.3 78.0 55.3 125.0 55.3 125.0 53.3 78.0 Q 4 2' 55.3 26-1 o / 78.0 55.3 125.0 55.3 125.0 53.3 78.0 O p D 37" 26" 4 55.3 78.0 55.3 125.0 55.3 125.0 53.3 78.0 53-1/8 4 55.3 77.7 55.3 1 105.0 55.3 105.0 53.3 78.0 0' 19-1/8" 6 55.3 78.0 55.3 125.0 55.3 125.0 53.3 78.0 C 26-1/2" 38-3/8" 6 55.3 78.0 55.3 125.0 55.3 125.0 53.3 78.0 d& m o 37" 6 55.3 77.7 55.3 122.0 55,3 122.0 53.3 78.0 0 CL n o 53-1/8 6 55.2 55.2 55.3 76.7 55.3 76.7 53.3 64.8 a E 3 LL 19-1/8" 6 55.3 78.0 55.3 125.0 55.3 125.0 53.3 78.0 w vi 't ANNEALED GLASS IL z f @ 26-1/2 50-5 8" 6 55.3 78.0 55.3 125.0 55.3 125.0 53.3 78.0 oR J 13 g 37" / 6 55.3 68.2 55.3 104.1 55.3 104.1 53.3 78.0 3/16"ANNEALED GLASS Q u=1.1 f D OR 53-1/8 1 4 ANNEALED GLASS _ 6 40.1 40.1 55.3 82.6 55.3 62.6 52.9 52.9 � /" 19-1/8" 6 55.3 78.0 55.3 125.0 55.3 125.0 53.3 78.0 ice z 2 -m 26-1/2" 6 55.3 78.0 55.3 125.0 55.3 125.0 53.3 78.0 'yo SILICONE 3 z 1. 37" 58 8 55.3 63.2 55.3 98.3 55.3 98.3 53.3 78.0 �o ORI HM-270 2{ 53-1/8 6 39.2 39.2 55.3 57.3 55.3 57.3 48.3 48.3 OCI ORGASIL 2000 ? O ua^ 19-1/8" 6 55.3 78.0 55.3 125.0 55.3 125.0 53.3 78.0 �� = 0_ N 26-1/2" 6 55.3 78.0 55.3 125.0 55.3 125.0 53.3 78.0 n ? V w o 63" 6 55,3 59.1 55.3 95.8 55.3 95.8 53.3 78.0 In tr 53-1/8 6 38.8 38.8 54.SV„ 54.5 54.5 54.5 46.0 46.0 19-1/8" 8 55.3 78.0 55.3 125.0 55.3 125.053.3 78.0 1- 26-1/2" / 8 55.3 64.3 55.3 118.1 55.3 125.0 53.3 78.0 N 74-1 4' �� o 37" 8 51.3 51.3 55.3 85.1 55.3 93.7 53.3 78.0 o > v 53-1/8 8 - - 50.0 50.0 50.0 50.0 - - "'� o o K3 GLAZING DETAIL y U _ NOTE: GLASS CAPACITIES ON THIS SHEET ARE R BASED ON ASTM E1300-04 (3 SEC. GUSTS) ° AND FLORIDA BUILDING COMMISSION p DECLARATORY STATEMENT DCA05-DEC-219 d Dill, I -11 Lt N C • o a f •• 000 • • • • • •• g g • • • • • • • • • C o w • • • • • • • • �i 1 •• ••• •• • • • •• En9r.t5._L_i11AD PRODUCI'REVISED x FIA.,P 7 592 mcomPlyiaBwilhlhe FI0dd2 .1 CA. BalWinpf;Zg Code AaxPs • 6-re ••• • • • • • • • MIdrawing no. . .•. W98-25 •• • • *00 ego 0 • sheet 2 of 5 • • • ••• • • 0.0 • • • • • • • • • • • TYPICAL ANCHORS TYPICAL ANCHORS IBY SEE ELEV. SEE ELEVS. H WOOD BUCK FOR SPACING FOR SPACING METAL MIAMI—DADE COUNTY APPROVED m + 3 d,.• .a A" STRUCTURE MULLION h MULLION ANCHORS a O q SEE SEPARATE NOA 6i I J IL rn TYPICAL ANCHORS TYPICAL ANCHORS Q'C�o M J SEE ELEV. SEE ELEV. Q p Q Q FOR SPACING FOR SPACING Q d yO p4 1" Q R; L WOOD BUCKS AND METAL STRUCTURE NOT BY CURV-A-TECH LL 3 a- EO 17 MUST SUSTAIN LOADS IMPOSED BY GLAZING SYSTEM w In g i AND TRANSFER THEM TO THE BUILDING STRUCTURE. SEALANTS: TYPICAL ANCHORS, SEE ELEV. FOR SPACING 9 FRAME CORNERS, FRAME SILL INSTALLATION SCREWS, v Z m i. 11B 11A OPTIONAL To VENT CORNER SEAMS AND FIXED MEETING RAIL AT 1/4" DIA, TAPCON BY 'DW' (FU-120 KSI,Fy-92 KSI) g 0w' BOTTOM LATCH END SEALED WITH 'SCHNEE MOREHEAD SM 5504' 1/4" DIA. ULTRA ON BY 1 CO' al 4 SEALANT. OR EQUIVALENT (Fu-177 KSI,Fy-155 KSI) i q INTO 2BY WOOD BUCKS OR WOOD STRUCTURES = 0 a. WEEP HOLES1-3/8" MIN. PENETRATION INTO WOOD O • � 0: 9 5 W1 = 1-1/2" LONG WEEP NOTCH AT 2-3/4" FROM THRU 1BY BUCKS INTO CONC. OR MASONRY z (0j L5a EACH END 1-1/4" MIN. EMBED INTO CONC. OR MASONRY _ o 12 ! W2 = 1-3/4" X 3/16" WEEP HOLE AT 3-1/2" FROM DIRECTLY INTO CONC. OR MASONRY V)) m G3 C'. � EACH END 1-1/4" MIN. EMBED INTO CONC. OR MASONRY IL M W I[� #14 SMS OR SELF DRILLING SCREWS (GRADE 2 CRS Q a _�S ) J W INTO METAL STRUCTURES M o STEEL : 12 GA. MIN. (Fy = 36 KSI MIN.) rn U ALUMINUM : 1/8" THK. MIN. (6063-T5 MIN.) o Oi ti (STEEL IN CONTACT WITH ALUMINUM TO BE PLATED OR PAINTED) S - 012 SMS OR SELF DRILLING IN C.REWR (GRADE 2 CRS) I jl; 3 INTO MIAMI-DADE COUNTY APPROVED MULLIONS (MIN. THK. _ .090") (NO SHIM SPACE) n 8 OF J 11 TYPICAL EDGE DISTANCE R i INTO CONCRETE AND MASONRY = 1-1/4" MIN. 3 B INTO WOOD STRUCTURE = 3/4" MIN. 7/8"%2-3/4" g= INTO METAL STRUCTURE = 1/2- MIN. 1 OPEN CELL FOAM PAD +rd AT EACH WEEP SLOT 13 CONCRETE AT HEAD, SILL OR JAMBS f'c - 3000 PSI MIN. o _>$ W2 �_ s C-90 HOLLOW/FILLED BLOCK AT JAMBS I'm = 2000 PSI MIN. •r e O - a • • • • • • • `a H C o c W w1 • •• • • •� l o • I ,a • •• ••• •• EngrCAHMAD PRODUCT D a: CIVIL as wmplying wilh Oro Plod" a WO 1 I g 33 92 Building Code . ••. °� - v •" nQ� Bxpirelion DAx: t�v � p � �1 TYPICAL ANCHORS • • - • • • SEE ELEV. ••• • v�•„,• •• • •TYPML ANCHORS BMismi ede Prod9M drawing no. OR SPACING • : ••Wodb 8••• •• •FOR SPACING IRE *LEW W9�8-2511 • • l�J sheet 3 of 5 • • • • 1TKM # PART/ QUANTITY DESCRIPTION MATERIAL MANUF./SUPPLIER/REMARKS V 1 C-3001 1 FRAME HEAD 8063-T6 - 2 C-3002 1 FRAME SILL 6063-T8 - ; 3 C-3003 2 FRAME JAMB 6063-15 - Z H 4 C-3004 1 FIXED MEETING RAIL 8083-TB - 5 C-3005 1 SASH TOP RAIL 6083-T6 - C $ 5 C-3006 1 SASH BOTTOM RAIL 6063-T6 - N 1/4"MAX. 8 C-3007 2 SASH SIDE RAIL 8063-T5 - C SHIM 9 /8 X 1' AS REOD. ASSEMBLY SCREWS - P.H. SMS O a 10 C-31385 4/VENT FACE GUIDES 3"FROM ENOS NYLON - 0 O ccN41 TYPICAL ANCHORS SEE ELEV 11 C-3009 2/VENT SASH LATCH AT 6-1/4"FROM ENDS 6083-T6 WITH S.S. LEAF'SPRING cy [4 . K FOR SPACING 11A - 2/VENT SASH LATCH AT 6"FROM ENDS - SULLIVAN AND ASSOC. O n D 11B NB X 3/4" 2/ LATCH LATCH INSTALLATION SCREWS - F.H. SMS VI N p N 12 31317-G AS READ. FIN SEAL PILE - ULTRAFABMErALLL QGi STRUCTU E 13 C-3011 AS READ. BULB WEATHER STRIP, OUROMETER 11:70 SHORE A VINYL CENTRAL PLASTICS LL Z f +% 15 - AS READ. ALUM GLAZING BEAD ALUMINUM ROLL FORMED Q W e1 f 18 - 2 BLOCK&TACKLE BALANCE - 5/8"BOX. BLANCE SYSTEMS OR EOUM. O 17 C-3010 AS REOD. HORIZ. MUNTIN 6063-TG - Z m 16 C-3014 AS REgD. VERT, MUH11N 8083–T5 8063–i5 (ALUM) Z T 3 p 1/4"SHIM j MAX. IL O1/4"MAX. 1�i K D II^ SHIMS V VENT WIDTH o.. TYPICAL ANCHORS 2B WOOD CK g O 1p 16 iSEEELEV, W V)M m OR FOR SPACING WOOD CTURE - - -_ ____ tz g job a 1BY TYPICAL ANCHORS WOOD BUCKS SEE ELEV. 1 tB EXTERIOR 3 FOR SPACING D.L. OPG. u >9 Q WINDOW WIDTH - u MIAMI-BADE COUNTY TYPICAL ANCHORS APPR,D MULLION SEE ELEV. o m SEE SEPARATE NOA FOR SPACING • • ----------------- • �•• • • • •• Engr.' CIVIL PRODUCT REVISeD I . FIw P f�7osa. is complying wlI the pt do B.ildi.B Code ccepl�No =- — - - • • A\ expimlwn Dau !�a s EXTERIOR •• • • • • ••f s • •`6� Mi afro e1 drawing no. WINDOW WIDTH _t4bOW WIDily• ••• ••• ••• W9$-25 cheat 4 of $ • • • • • • • • • • • 2.050 7 N I .812 .082 1.2IA50 J� z r ZJZ O N Q FRAME HEAD 1 8 C-3001 IL G o 8063–T5 6 O a .062 1.594 I V G 1.09� aItW pa<= �i 1.046 0; O FIXED MEETING RAIL �'?10 n C-3004 .1 17 t4 J 6063–T6 Z � 1.062 .082 .968 3 ZO I 1.500 x.062 .847 17 O = a 1.312 K C O z O 4 SASH TOC-30P AI HOOK LOCK V) U w o C-3009 = p 80063–T63–T B 6063–T6 1.624 ri.}76-1 .2J I I QNB �— 1.800 •082 812 FRAME CORNER DETAI M >o a 1.062 .062 b-�.soo 0 812 HORIZ, MUNTIN C-3010 SASH BOT70M RAIL 6063–T6 C-3006 11 1 C-3 06 g MUNTIN COPING DETAIL o 4>1 E .062-± Biz D MRS .osz j u 2.173 .500-i�--�1 VERT.3014 MUNTIN c m 0 C– n -- 8083–TS .750 • • • 0 S S o L rt.tze� •• ••� • � . • • • ;, �go W 2.082 � • • • • • • • M.I. . •• • • • • ••• • ! O C-3002 1.014 • . • • ••• • • $ �p 8063–T5 .062 •• 066 •• .�ngr.JAVAD AHAIAD 2.000 c J'.., � • --l-PIO REV198D p 1.0812 F7� /''7Z5A2 nscomplyingwitbthellarlde a > h`� C.A.M.CA.N33333838�O\1 �ldie�O I � � ••• • • �� .� .062 .812 I I • b 4�--2.06z---�I ••• • • • • • 1 Qy � • • • • • • • . MisoAi FroieM, Browing no. SASH SIDE RAIL FRAME JAMB • 0 • 0 • '.• - W98-25 C-300C-3003 • '� 00 083–T7 s 6083-75 VENT CORNER DETAIL eheei 5 of 5 ••• • • • • ••. • • PERMIT# I CONTRACTOR: SUBMITTAL DATE: I I ADDRESS: (y 0 KJ ( vZ - NAME: J�r�- RESUBMITAL DATES: PROJECT TYPE: ZONING PLUMBING Lt 1 STRUCTURAL MECHANICAL ELECTRICAL BUILDING r Miami Shores Village APR 2 3 1015 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 [-]PUBLIC WORKS ❑ CHANGEOF CA CELLAIIUN CONTRA S JOB ADDRESS: 0 Z t City: Miami Shores County: Miami Dae Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER:Name(Fee Simple Titleholder): 1cx1- inn. Rc Phone#:_f Cnl - P9 Address: D 7 0� 1' 11 z City:Qz' c 0 r)CA State: TZ Zip:'n-RQ` Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: 1 6u f/s !/�T1CWIAJOAI AQP Phone#: Cet `l- X365 Z26 Address: 7'-'61 )-),v City: t1 A v jA,'t Io ti State: FG zip: // Qualifier Name: A/fin �D�►'<C�yl2 Phone#: 305'- State 0S-State Certification or Registration#: C6 C: (.9'j Z i g Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ 1�1) Square/Linear Footage of Work: Type of Work: ❑ Addition El Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: �C� j�l" Specify color of color thru tile: Submittal Fee$ Permit Fee$ ►✓ '� CCF$ CO/CC$ Scanning Fee$ a - M Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ Structural Reviews$ �2O Bond$ TOTAL FEE NOW DUE$ -M500 (Revised02/24/2014) r 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$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and daaarreinspection fee will be charged. Signature Signature S24 ZV I lol -;2 OWN Eft or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of 20 15 by a I day of 20 15 by on4C-rrS, f Ccku/' who orally known i personally known to ---------------- me or who has produced as me or who has pro s identification and who did take an oath. identification and w � w� 3 n ROSH R GRANT y Public •State of Flaids NOTARY PUBLIC: NOTARY PUBLIC. MY COMM.Expires Nov 27,20*"$ CoaMMission r FF 147132 X1101/ IlMfffll) Allo, Sign: r. Sign: i.4i)Ie,w.AlJS `� Print: 5",ate 01 F!Of 0 r_ Print: -sl- (f- c..�."E TS n Cx, , Seal: F ,, 1 Seal: APPROVED BY 6 �`�~Plans Examiner Zoning r, s Structural Review Clerk (Revised02/24/2014) Miami Shores Vill 't14 93 Building Department �,� legal� 10050 N.E.2nd Avenue Miami Shores, Florida 33138 OR� Tel: (305) 795.2204 �,• ;"� � � •;,s �, p Fax: (305) 756.8972 K' f' Date: 4—Qtf '5 Permit No: CIq"-Iq-I-g' Structural Critique — Syed Ashraf � 09-eA, CIA '2, ) e, Lf-e— ek� v .s' ��,-� X'6""JS co vk v-A j " ( N , �j Plan review is not complete, when all items above are corrected, we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re-submittal drawings. • • D • • Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores, Florida 33138 RECEIVED Attn.: Building Department SAY 2015 May 14, 2015 Application No. RC-8-14-1878 Stellar Homes 140 NW 102,d Street LI Miami Shores, FL 33150 Structural: Reviewer Syed Ashraf dated 4/24/2015 14 I �� 1. Comment: Section 6/A2.1 is incomplete and I am not able to assess the span, please clarify. Response: detail 6/A2.1 shows shoring only but is the same detail as 1/A2.2 for roof rie air at • 0000.. the porch, see section 1/A2.1 dimensions for span, etc noted. •••• • • 0000 '. .. . .. 0000.. 2. Comment: Now, when you are providing new wood elements, why dd�0 0 0 need shoring? • • 0000 • • 0 0 0 0 • 000000 0000 Response: Shoring was used to secure the rafters so the rotten wood beam-&M columns could • 0000. be removed and replaced and shoring taken out after the repair work cdm;ll3te. Th;:F j�•already..:• been completed on site. •• 0 0000.. • . 0000.0 00000. • 3. Comment: provide sheathing details. • • ' ••••0 0 • .. • Response: Detail 1/A2.1 note added regarding sheathing, tile replacement. 4. Comment: Provide rafter tie, also details of other connections are incomplete, NOA#and nailing schedule. Response: Detail 1/A2.1 rafter tie, details and all tie type noted. Florida approvals attached. 2941 West Cypress Creek Road, Suite 102 • Fort Lauderdale, FL 33309 Tel. 954.971 . 1010 • Fax. 954.971 .9952 • www.sicarchitects.com Registration AR006819 • Corporation AA26001642 L g( 7— - v P l4-ccSERVICE Most Widely Accepted and Trusted . ICC EVALUATION ICC-ES Evaluation Report ESR-1465* Reissued October 1, 2011 This report is subject to renewal in two years. www.icc-es.orq 1 (800)423-6587 1 (562)699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD,PLASTICS AND 3.2 GTU Girder Truss Hanger: COMPOSITES The GTU Girder Truss Hanger is designed to support a Section: 06 05 23—Wood,Plastic,and Composite girder truss from another girder truss. The girder truss Fastenings STEVEN (, � ,l��nger is fabricated from No. 7 gage hot-rolled steel plate fRCHI"i ; ,: a� %,ftpnched for 10d common nails and 3/4-inch- REPORT HOLDER: ;C1Mgf8N(19 mm) bolts. The seat is factory-welded to the 2941 W I upase with 3/18-inch (4.8 mm) fillet welds. See UNITED STEEL PRODUCTS COMPANY Ti fT h , , i 2 Table 3 for product dimensions, fastener 14305 SOUTHCROSS DRIVE,SU�200 '-"sdule, allowable loads, and a typical installation detail. BURNSVILLE,MINNESOTA 56309'9 no- (952) o(952)898-8772 ' z' ' .9011hVeakfast Nook Hanger: www.uspconnectors.com 'fhe BN Breakfast Nook Hanger is designed to connect info(cDuspconnectors.com t ;.,, four sets of mono-trusses or other wood-framing members 4 h raditional "breakfast nook" configuration. The BN EVALUATION SUBJECT: rs<connector is cold-formed from No. 14 gage steel and prepunched for 10d common nails into the header and USP STRUCTURAL CONNECiMRS 10d by 11/2-inch nails into the joist. The connector joints "" " - are factory-welded with /8-inch (3.2 mm) fillet welds. See 1.0 EVALUATION SCOPE r. S tQ Figure 3 and Table 4 for product dimensions, fastener allowable loads, and typical installation details. Compliance with the following codes: ■ 2012, 2009 and 2006 International Building Code®(IBC) 3.4 HGA Hurricane Gusset Angle: ® The HGA10 connector is designed to connect wood- 0 2012, 2009 and 2006 International Residential Code framing members together. The connectors are cold- (IRC) formed from No. 14 gage steel and prepunched for Property evaluated: installation with United Steel Products WS3 or WS 15 wood Structural screws, which are supplied with the device. Sege f1&e 4 and Table 5 for product dimen�ions,.fastener sChAdule, • 2.0 USES allowable loads, and typical installetiQrt dotails. •. e•e •• ...... The USP structural connectors described in this report 3.5 KCCQ and KECCQ Column Ga •'• • (see Table 1 for a complete listing)are used for connecting The KCCQ and KECCQ Column G*"*are designe=d to :�• wood framing members in accordance with Section connect wood beams to column posig ettlVing U$ite65teel ..... 2304.9.3 of the IBC. They may also be used in structures Products WS3 wood screws, whiNa"supplies with the •�;..� regulated under the IRC when an engineered design is device. The column caps are fabric, Wc6fsom No.7 g0ge.or •••... submitted in accordance with IRC Section R301.1.3. No. 3 gage hot-rolled steel and are pgioli d subsegb t to .• fabrication. The connectors consisj ' 1J-shaped plate, • 3.0 DESCRIPTION ..•••• factory-welded to two vertical strapsowitil 446-inch 44.8*IV 3.1 HJC and HTHJ Hip/Jack Connectors: fillet welds. See Figure 5 and Table, 6 for.product ;....: dimensions, fastener schedule, allowrrable loads, .and • The HJC and HTHJ Hip/Jack Connectors are designed to typical installation details. •• •..' support single-ply hip and jack trusses from double-ply girder trusses. The hip truss is installed at 45 degrees with 3.6 JN and JNE Power Nail Hangers: respect to the jack truss. The HJC series hanger is cold- JN and JNE Joist Hangers are designed to support one- formed from No. 12 gage steel and prepunched for 16d and two-ply nominally 2-by-6 and 2-by-8 wood joists. The common nails to be installed into the supporting truss or JN joist hangers are cold-formed from No.18 gage steel girder bottom chord and 10d common nails for nailing into and have a seat depth of 15/8 inches (41 mm). The JNE the hip and jack members. The HTHJ series connector is joist hangers are cold-formed from No. 20 gage steel and cold-formed from No. 18 gage steel and prepunched for have a seat depth of 2 inches (51 mm). JN and JNE joist 10d or 16d common nails. See Figure 1 and Table 2 for hangers are not prepunched for nails. See Figure 6 and product dimensions, fastener schedule, allowable loads, Table 7 for product dimensions, required fastener and typical installation details. schedule, allowable loads, and a typical installation detail. *Revised January 2012 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,fi'nding or other matter in this report,or as to any product covered by the report. m°,a Copyright 0 2012 Page 1 of 24 ESR-1466 I Most Widely Accepted and Trusted Page 2 of 24 3.7 IS Light Slope Hanger: 3.13 LUGT and LUGTC Girder Tiedowns: T The LS Light Slope Hanger has a seat that can be field- LUGT and LUGTC Girder Tiedowns are designed to adjusted to a maximum of 30 degrees from horizontal, to connect girder trusses and other framing members to the accommodate slopes up to seven units vertical in 12 units top of light-frame wood walls or posts. The LUGT and horizontal. The seat depth and width are 3 inches(76 mm) LUGTC series tiedowns are cold-formed from No. 14 gage and 19/,6 inches(40 mm), respectively. The hanger is cold- steel and prepunched for 10d common nails. See Figure formed from No. 18 gage steel and is prepunched for 16d 13 and Table 14 for product dimensions, fastener common and 10d by 11/2-inch nails. See Figure 7 and schedule,allowable loads, and typical installation details. Table 8 for product dimensions, fastener schedule, 3.14 CMSTC and MSTC Strap Ties: allowable loads, and a typical installation detail. The CMSTC and MSTC Strap Ties are designed to 3.8 SPT Stud-Plate Tie: connect wood framing to resist tension forces when The SPT Stud-Plate Tie is designed to fasten single and attached to multiple 2-by members. The strap ties are cold- double plates to studs. The SPT 44 and stud-plate ties are formed from No. 16 or No. 14 gage steel and prepunched designed to accommodate connections of double or triple for 10d or 16d common nails. See Figure 14 and Table 15 studs to the plate, respectively. The stud-plate ties are for product dimensions, fastener schedule, allowable cold-formed from No. 20 gage steel. The SPT 22 and SPT loads,and a typical installation detail. 24 stud plates are prepunched to accept 10d common 3.16 FTC Floor Truss Clip: nails, and the SPT 44 and plates are prepunched to accept 16d common nails. Nails fastened to the wide face of the The FTC Floor Truss Clip is designed to transfer vertical stud must be driven at 30 degrees from the perpendicular (in-plane) loads between two floor trusses having single- on the horizontal plane. See Figure 8 and Table 9 for Ply chords or double-ply chords to allow the two trusses to product dimensions, fastener schedule, allowable loads, act as a single floor girder truss. The FTC clip is cold- and a typical installation detail. formed from 18 gage steel and is prepunched for 10d common or 10d by 11/2-inch nails. See Figure 15 and 3.9 STC Scissor Truss Clip: Table 16 for product dimensions, fastener schedule, The STC Scissor Truss Clip is designed to connect a allowable loads, and typical installation details. single-ply scissor truss to nominally 2-by4, 2-by-6 or 2-by- 3.16 RT Strap Rafter Tie: 8 wall top plates.The connector is cold-formed from No. 12 gage steel and has prepunched horizontal nail slots for The RT Strap Rafter Tie is designed to connect roof rafters horizontal adjustment of the scissor truss, and prepunched and trusses to their supporting construction. All RT series flanges for installation of 10d by 11/2-inch nails into sill connectors, except the RT 10 and the RT 20, connect roof plates. See Figure 9 and Table 10 for product dimensions, rafters or trusses to the top plate. The RT 10 and RT 20 fastener schedule, allowable loads, and a typical connect the rafter or truss to both the top plate and the installation detail. vertical wall stud below. The RT connector is fabricated from No. 18 or No. 16 gage steel and is prepunched for 8d 3.10 LDSC4 and DSC4 Drag Strut Connectors: common, 8d by 11/2-inch, 10d common or 10d by 11/2-inch The LDSC4 and DSC4 Drag Strut Connectors are nails. See Figure 16 and Table 17 for product dimensions, designed to tie wooden truss chord members to the top fastener schedule, allowable loads, and typical jMgMation 0,00,0 plates in a wall system. The drag strut connector is details. 0 0 0 9 ,• fabricated from No. 14 gage or No. 3 gage hot-rolled steel. 3.17 Materials: 0•.• ` 0, 0.0 0.00:• The DSC4 Drag Strut is prepunched with holes for United 0 000 •• ' 0 Steel Products WS3 wood screws, which are provided with 3.17.1 Steel: The specific types of st�gl and corrosion ;,00.� the device. The LDSC4 Drag Strut is prepunched for 10d protection for each product are d&?cAed in Table 1.8 of • by 11/2-inch nails. See Figure 10 and Table 11 for product this report. Minimum steel base-mVIAIRiaknessoWe'tfie 0000'0 dimensions, fastener schedule, allowable loads, and a different gages are shown in the folloWgtable: ,, ••••• typical installation detail. ' ..**Go GAGE NO. MINIMUM BASE-ME /'C JW CKNESSI(V EI) 3.11 HHCP2 Hurricane/Seismic Anchor: 20 0Q3Z,.• ' The HHCP2 Hurricane/Seismic Anchor is designed to 18 0144 • ..0..• , connect hi rafters or trusses to wall to plates, such that "'0•• P P P 1s o.e55 ,•. „ • the rafter or truss bisects the 90-degree angle between the 14 0.070' • ' two intersecting wall planes. The hanger is cold-formed " • from No. 18 gage steel and is prepunched for 10d by 11/2- 12 0.099 inch nails. See Figure 11 and Table 12 for product 10 0.129 dimensions, fastener schedule, allowable loads, and a 7 0.171 typical installation detail. 3 0.240 3.12 JPF Purlin Hanger: For SI: 1 inch=25.4 mm. The JPF Purlin Hanger is designed to support nominally 3.17.2 Wood: Wood members must be sawn lumber or 2-by lumber. The connector is provided with constant width structural glued laminated timber with a minimum specific and different heights and consists of "U" shaped straps gravity of 0.50, or approved structural engineered lumber with bent top flanges. The purlin hanger is cold-formed (structural composite lumber, alternative strand lumber, or from No. 20 gage steel and is prepunched for 10d common prefabricated wood I-joists) with a minimum equivalent nails. The joist nails must be driven at an angle from 30 to specific gravity of 0.50, unless otherwise noted in the 45 degrees horizontally through the joist into the header applicable table within this report. Wood members must such that the joist is toe-nailed to the header. See Figure have a moisture content not exceeding 19 percent 12 and Table 13 for product dimensions, fastener (16 percent for structural engineered lumber), except as schedule, allowable loads, and typical installation details. noted in Section 4.1. For connectors installed with nails or r ESR-1465 I Most Widely Accepted and Trusted Page 3 of 24 WS series wood screws, the thickness of each wood durations other than those specified. Tabulated allowable member must be sufficient such that the specified loads are for connections in wood seasoned to a maximum fasteners do not protrude through the opposite side of the moisture content of 19 percent(16 percent for engineered member, unless otherwise permitted in the applicable table wood products) or less, used under continuously dry within this report. Wood members that are structural conditions and where sustained temperatures are limited to engineered lumber must be recognized in, and used in 100°F (37.8°C) or less. When connectors are installed in accordance with, a current ICC-ES evaluation report. Refer wood having a moisture content greater than 19 percent to Section 3.17.7 for issues related to treated wood. (16 percent for engineered wood products), or where the 3.17.3 Fasteners: Required fastener types and sizes for in-service moisture content is expected to exceed this use with the USP structural connectors described in this value, the applicable wet service factor, CM, must be report are specified in this section and in Tables 4 through applied. Unless otherwise noted in the tables of this report, 17 the applicable wet service factor, CM, is as specified in the NDS for lateral loading of dowel-type fasteners. When 3.17.4 Bolts:At a minimum, bolts must comply with ASTM connectors are installed in wood that will experience A 36 or ASTM A 307, and must have a minimum bending sustained exposure to temperatures exceeding 100°F yield strength of 45,000 Ibf/int (310 MPa). Bolt diameters (37.8°C), the allowable loads in this evaluation report must must be as specified in the applicable tables of this report. be adjusted by the temperature factor, Cr, specified in 3.17.5 WS Series Wood Screws: The WS series wood Section 10.3.4 of the NDS. The group action factor, C9, screws used with the HGA, KCCQ, KECCQ and DSC has been accounted for, in accordance with Section 10.3.6 connectors must be United Steel Products WS3 and WS15 of the NDS, in the tabulated allowable loads, where wood screws, as described in ESR-2761. The appropriate applicable. For connectors installed with bolts, minimum size of WS series wood screw must be used, as indicated edge distances and end distances within the wood in the applicable tables of this report. members must be met, such that the geometry factor, Ca, is 1.0, in accordance with NDS Section 11.5.1. Connected 3.17.6 Nails: Nails used for connectors described in this wood members must be checked for load-carrying capacity report must comply with material requirements, physical at the connection in accordance with NDS Section 10.1.2. properties, tolerances, workmanship, protective coating 4.2 Installation: and finishes, and packaging and package marking requirements specified in ASTM F 1667; and must have Installation of the connectors must be in accordance with lengths, diameters and bending yield strengths, Fyb, as this evaluation report and the manufacturer's published shown in the following table: installation instructions. Bolts must be installed in accordance with NDS Section 11.1.2. WS series wood FASTENER FASTENER SHANK MINIMUM screws must be installed in accordance with ESR-2761. LENGTH DIAMETER REQUIRED DESIGNATION (inches) (inch) F,,,(Ibf/in2) 4.3 Special Inspection: P-nail' 1.375 0.105 100000 4.3.1 IBC: Periodic special inspection is required for 8d x 02 1.5 0.131 100000 installation of connectors described in this report that are 8d common 2.5 0.131 100000 designated as components of the seismic-force-resisting 10d common 3.0 0.148 90000 system for structures in Seismic Design Categories C, D, E or F in accordance with IBC Section 1707.3 or 1707.4, with 10d x 1'/2 1.5 0.148 90000 the exception of those structures that qualify under the 16d common 3.5 0.162 90000 Exceptions to Section 1704.1. . . . . .... ...... For SI: 1 inch=25.4 mm, 1 psi=6.89 kPa. 4.3.2 IRC: Special Inspectibps'aid not jegWged for .. 'The fastener designation "P-nail" refers to pneumatically driven connectors used in structures re8yLajed und&44L#IFiC. •••• • nails described in ESR-1539.The fastener must have a minimum • 5.0 CONDITIONS OF USE diameter, length, and bending yield strength as specified in this •••••• • •••• table. The USP Structural Connectors'aeacribed*oio.tioL report' • 3.17.7 Use in Treated Wood: Connectors and fasteners comply with, or are suitable 111t9mative? to what is!':**. specified in, those codes listed'iM on 1.Cjof thN report'••.• used in contact with preservative-treated or fire-retardant- subject to the following conditi&%: 000000 treated wood must comply with IBC Section 2304.9.5 or 0 IRC Section R319.3. The lumber treater or the holder of 5.1 The connectors must be Q1a dfastured, identified and '. this report (United Steel Products Company), or both, installed in accordance'with ?his r49l;t.Jpd the""" should be contacted for recommendations on the manufacturer's published insjaljation ifistructions. A:....: appropriate level of corrosion resistance for the connectors copy of the manufacturer's published' irstpllation• • and fasteners as well as the connection capacities of the instructions must be available at the jvbsita at all fasteners used with the specific proprietary preservative- times during installation. In the event of a conflict treated or fire-retardant-treated lumber. between this report and the manufacturer's published 4.0 DESIGN AND INSTALLATION installation instructions,this report governs. 4.1 Design: 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations The allowable load capacities in Tables 4 through 17 are must be prepared by a registered design professional based on allowable stress design.The use of the allowable where required by the statutes of the jurisdiction in load values for the products listed in Table 1 of this report which the project is to be constructed. must comply with all applicable requirements and 5.3 Connected wood members and fasteners must conditions specified in this report. Tabulated allowable comply with Sections 3.17.2 and 3.17.3, respectively. loads are for normal duration and/or short duration, based on load duration factors, CD, in accordance with Section 5.4 Adjustment factors, noted in Section 4.1 of this report 10.3.2 of the NDS, as indicated in Tables 4 through 17 of and the applicable codes, must be considered where this report. No further increases are permitted for load applicable. ESR-1465 I Most Widely Accepted and Trusted Page 4 of 24 5.5 Use of connectors and fasteners with preservative- 7.0 IDENTIFICATION treated or fire-retardant-treated lumber must be in Each connector described in this report is identified by the accordance with Section 3.17.7. product model (stock) number, the number of the ICC-ES 5.6 Connectors identified in Table 1 as being index evaluation report for United Steel Products Company manufactured under a quality control program with (ESR-2685), and by one or more of the following third-party inspections are manufactured at the designations: USP, or United Steel Products Company. designated facilities under a quality control program Labels on connectors identified in Table 1 as being with inspections by PFS Corporation (AA-652). manufactured under a quality control program with third- 6.0 EVIDENCE SUBMITTED party inspections also bear the name of the third-party inspection agency(PFS Corporation). Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2010(editorially revised December 2011). TABLE 1—CROSS-REFERENCE OF PRODUCT NAMES WITH APPLICABLE REPORT SECTIONS,TABLES AND FIGURES PRODUCT NAME REPORT TABLE NO. FIGURE NO. SECTION BN Breakfast Nook Hanger3.3 4 3 CMSTC Strap Tie 3.14 15 14 DSC4 Drag Strut Connector 3.10 11 10 FTC Floor Truss Clip 3.15 16 15 GTU Girder Truss Hanger' 3.2 3 2 HGA Hurricane Gusset Angle 3.4 5 4 HHCP2 Hurricane/Seismic Anchor 3.11 12 11 HJC Hip/Jack Connector 3.1 2 1 HTHJ Hip/Jack Connector 3.1 2 1 JN Power Nail Hanger 3.6 7 6 JNE Power Nail Hanger 3.6 7 . 6r •••. .•..•. JPF Purlin Hanger 3.12 13 �,Z KCCQ Column Cap' 3.5 6 �� 0 KECCQ Column Cap' 3.5 6 5 i • •••• • • •• ••••• LDSC4 Drag Strut Connector3.10 11 " 18 "" "";• LS Light Slope Hanger 3.7 8 • 7 • • • • ••• LUGTGirder Tiedown 3.13 14 �••�3i • ••• �� LUGTC Girder Tiedown 3.13 14 13 MSTC Strap Tie 3.14 15 14 RT Strap Rafter Tie 3.16 17 17 SPT Stud-Plate Tie 3.8 9 8 STC Scissor Truss Clip 3.9 10 9 'Products are manufactured at the USP manufacturing facilities in Largo, FL; Livermore, CA; and Montgomery, MN under a quality control program with third party inspections by PFS Corporation (AA-652). TABLE 2—HJC AND HTHJ HIP/JACK CONNECTOR ALLOWABLE LOADS''2'' m Ca DIMENSIONS FASTENER SCHEDULE ALLOWABLE LOADS(lbs) (in.) A STOCK STEEL Carrying Truss Carried Trusses Uplifts Ch NO. GAGE W H D Qt Y Download` Jack Hip Total Qty Type Type o Jack Hip Cp=1.0 Co=1.15 Co=1.25 Cp=1.6 Cp=1.6 Cp=1.6 HTHJ26-18 18 5% 5 5 16 16d Common 5 7 16d Common 2190 2520 2740 1045 745 1790 a HJC26 12 6 5% 3'/, 16 16d Common 7 5 10d Common 2385 2740 2980 -- -- 1840 c HJC28 12 6 7'/e 3'/, 20 16d Common 8 6 10d Common 2980 3425 3505 1840 Sb For SI:1 inch=25.4 mm,1 Ib.=4.45 N. 0 co CL 'Allowable loads have been adjusted for load duration factors,CD,as shown,in accordance with the NDS.The allowable loads do not apply to loads of other durations,and are not permitted to be a) adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and installation requirements. p 2See Section 3.17.3 for required fastener dimensions and mechanical properties. –I 3Allowable loads shown are for installations in wood members complying with Section 3.17.2.Wood members must also have a reference compression perpendicular to grain design value,F,,,of y 625 psi(4.31 MPa)or greater. °Allowable downloads are the total allowable download for the hip and jack trusses combined,and assume that 75%of the total load is distributed to the hip truss and 25%is distributed to the a hack truss. Allowable uplift loads on the HJC26 and HJC28 are the total allowable uplift loads for the hip and jack trusses combined,and assume that 75%of the total load is distributed to the hip truss and 25%is distributed to the jack truss. 460 -_ f w ` -_- Typical HJC/HTHJ installation top view HJC HTHJ Typical H,1c/Hrt-tJ installation .. 00: •• . . • . . •• •• • ; : : . :41k 13RE 1—HJC AND HTHJ HIP JACK CONNECTOR • ••• •• ••• • • 00 • •• • • •• • • • A O N A • • • • • • • • • • • •• •• 0.0 • • •• •• ••• • • • ••• • • TABLE 3—GTU GIRDER TRUSS HANGER ALLOWABLE LOADS''2'' M ca X MINIMUM FASTENER SCHEDULE ALLOWABLE LOADS(lbs.) A DIMENSIONS(in.) a, STOCK STEEL CARRYING Carrying Carried Members Download' Uplift NO. GAGEMEMBER Mier° Bats Nails Two Ply Three Ply Two Ply Three Ply W1 WZ HT SIZE° Qty Bat Qty Type Qty Type Co=1.0 Co=1.15 C.=1.25 Co=1.0 Co--1.15 Cp=1.25 C01.6 Co=1.6 GTL140 1 7 3'/4 1 5% 221/2 8 1 2 x 6 5 1 3/4 2 3/4 8 10d Caww 6250 6250 6250 6250 6250 6250 8335 8335 IGTM 1 7 4% 5'/2 251121 6 1 2 x 8 6 1 314 2 3/4 6 10d Www 8435 8700 10545 9270 10660 10665 10000 10D00 GTU100 7 1 7 1 8 1251121 6 1 2 x 10 6 1 3/4 2 3/4 8 10d Carrrnon 8530 9810 10660 9335 10665 10665 10000 10000 CD For SI: 1 inch=25.4 mm, 1 Ibf=4.45 N. '° m Q 'Allowable loads have been adjusted for load duration factors,CD,as shown,in accordance with the NDS.The allowable loads do not apply to loads of other durations,and are not 3 permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and installation requirements. a See Section 3.17.3 for required fastener dimensions and mechanical properties. –� 'Allowable loads shown are for installations in wood members complying with Section 3.17.2. y `The Carrying Member is defined as the vertically aligned lumber web member of a minimum two-ply plated-wood truss.'Two Ply"denotes a minimum carrying member thickness of a 3 inches(76.2 mm)along the bolt axis.'Three Ply"denotes a minimum carrying member thickness of 4.5 inches(114 mm)along the bolt axis.The bottom chord of the carrying truss must not be larger than a nominal 2 x 8,in order to achieve the required end distances for bolts into the carrying member. 5The Carried Member must be constructed such that the two bolts pass through a vertically-oriented web member,with a minimum 11/2 inch(38 mm)edge distance and 51/4 inch (133 mm)end distance. LL ii i 14 �_ -IW. '1 i L Y' . . . . . . . GTU10Q Typical GTU GTU4C1• ••• •• •• (GTU80similar) insldllaition . ••• •• ••• • • • ; ;• • F:GgRE 2—GTU GIRDER TRUSS HANGER • •• e e •• • • • <D O M N • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ESR-1465 I Most Widely Accepted and Trusted Page 7 of 24 TABLE 4—BN BREAKFAST NOOK HANGER ALLOWABLE LOADS 1,2,1,4 DIMENSIONS(in) FASTENER SCHEDULE ALLOWABLE LOADS(lbs.)s STOCK STEEL NO. GAGE H L Header Joist Download Uplift7 Qty Type Qty 5 Type Cp=1.0 Cp=1.16 C6=1.25 C6=1.6 BN264 14 53!$ 10 20 1 O Common 8 10d x 1'/, 2380 2735 2975 645 BN284 1 14 r 7'1$ 1 10 20 tai Common 8 10d x 1'/2 2380 2735 2975 645 For SI: 1 inch=25.4 mm, 1 Ibf=4.45 N. 'Allowable loads have been adjusted for load duration factors,CD,as shown,in accordance with the NDS.The allowable loads do not apply to loads of other durations,and are not permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and installation requirements. 2See Section 3.17.3 for required fastener dimensions and mechanical properties. 3Allowable loads shown are for installations in wood members complying with Section 3.17.2. 4The BN hanger supports four members simultaneously.Each supported member must be 1.5 inches(38 mm)wide. 5Two nails must be installed in each of four members for a total of eight nails. 6Allowable loads must be distributed equally(within 10%)among the four supported members. 'Maximum uplift on any member must not exceed 175 pounds, and the sum of all four members must not exceed the tabulated load shown. Field adjustableL nailing tabs with elotted fastening hole6' for slant nailing I Hl 3 1i4" L BN j SSSS • • - � 22115�0r-, .� �� .22 � SSSS SSSS•• ^� ' , 1� SSSS •• • SSSS•• Nailing Aro " vim ' ..••S• adjUst to fids1;cti` ' 1 + \ ter••• • • • • I� • SSSS•• 22 1`^: J� Soso • 000.9 . . Typical BN Standard Configura.t• am••. .•.• ....•. •; installation (top view) ' :••9:9 .•. •••09• FIGURE 3—BN BREAKFAST NOOK HANGER 0' ' ESR-1465 I Most Widely Accepted and Trusted Page 8 of 24 , TABLE 5—HGA HURRICANE GUSSET ANGLE ALLOWABLE LOADS''2 DIMENSIONS(in) FASTENER SCHEDULE 3 ALLOWABLE LOADS(lbs) STOCK STEEL NO. GAGE W H D Plate Raf6erlTniss F1 F2 Fa Uplift MY Type qty Type C,=11-6 Cp 1.6 Co 1.6 Co=l.6 HGA10 14 311 3 2 1 4 WS3 4 WS15 1320 1565 835 1285 For SI: 1 inch=25.4 mm, 1 Ibf=4.45 N. 'Allowable loads have been adjusted for a load duration factor, CD, of 1.6, corresponding to a ten minute load duration (i.e., wind or earthquake loading), in accordance with the NDS.The allowable loads do not apply to loads of other durations.See Sections 4.1 and 4.2 for additional design and installation requirements. 2Allowable loads shown are for installations in wood members complying with Section 3.17.2. 3See Section 3.17.3 for required fastener dimensions and mechanical properties. °Allowable loads in the F2 direction are based on a reference compression perpendicular to grain design value, F. , of 565 psi (3.90 MPa)or greater. t upIft w .:, c FI ynna, jT y t HGA10 Typical HGA10 Installation FIGURE 4—HGA HURRICANE GUSSET ANGLE • •••• • ••••• •••••• • •• ••••• • • • • • •••••• •• • • ••• • • • • TABLE 6-KCCQ AND KECCQ COLUMN CAP ALLOWABLE LOADS''2,1 WOOD MEMBERS DIMENSIONS(inches) NO.OF USP WS3 ALLOWABLE LOADS(lbs.) CO) WOODSCREWS L Download 5,6 Uplift' STOCK NO. Beam Post Steel oAi Width Size` W,' Cp=1.0 Cp=1.6 WZ H KCCQ KECCQ Beam Post m KCCQ KECCQ KCCQ KECCQ KCCQ325-4 3'/6 3'/2 7 3'/4 35/6 6'/2 11 7'/2 16 14 21,485 14,650 7,390 7,105 y KCCQ325-6 3'/6 5'/2 7 31/4 5'/2 61/2 11 71/2 16 14 21,485 14,650 7,390 7,105 KCCQ44 3'/2 3'/2 7 35/6 35/6 6'/2 11 8'/2 16 14 24,065 16,965 7,390 7,105 KCCQ45 3'/2 5'/2 7 35/6 5'/2 6'/2 11 7'/2 16 14 24,065 16,405 7,390 7,105 n m KCCQ46 3'/2 5'/2 7 35/6 5'/2 6'/2 11 8'/2 16 14 24,065 18,595 7,390 7,105 a KCCQ47 31/2 7 7 35/6 71/6 61/2 11 9'/2 16 14 24,065 20,780 7,390 7,105 Q KCCQ47X 3'/2 7 3 35/6 71/6 8 13 91/2 16 14 28,440 20,780 7,390 7,105 z Q KCCQ48 31/2 71/2 7 35/6 71/2 6'/2 11 81/2 16 14 24,065 18,595 7,390 7,105 KCCQ525-4 51/6 3'/2 3 5'/4 35/6 8 13 91/2 16 14 41,640 22,330 7,390 7,105 �y^p Q KCCQ525-6 51/6 5'/2 3 5'/4 5'/2 8 13 9'/2 16 14 41,640 27,300 7,390 7,105 KCCQ525-8 5'/6 7'/2 3 51/4 7'/2 8 13 9'/2 16 14 41,640 30,430 7,390 7,105 KCCQ57 5'/4 7 7 53/6 7'/6 6'/2 11 9'/2 16 14 36,905 31,170 7,390 7,105 KCCQ57X 5'/4 7 3 53/6 7'/6 8 13 9'/2 16 14' 42,655 31,170 7,390 7,105 KCCQ64 5'/2 31/2 7 1 51/2 3% 1 6'/2 11 8'/2 16 14 37,815 23,535 7,390 7,105 KCCQ66 51/2 5'/2 7 5'/2 5'/2 6'/2 11 8'/2 16 14 37,815 28,910 7,390 7,105 KCCQ67X 5'/2 7 7 5'/2 71/6 6'/2 11 8'/2 16 14 37,815 29,220 7,390 7,105 KCCQ68 51/2 7'/2 7 5'/2 7'/2 6'/2 11 8'/2 16 14 37,815 29,220 7,390 7,105 KCCQ71-4 7 3'/2 3 7'/6 35/6 6'/2 11 8'/2 16 14 48,125 28,240 7,390 7,105 KCCQ71-6 7 5'/2 3 71/6 51/2 6'/2 11 8'/2 16 14 48,125 35,285 7,390 7,105 KCCQ71-71 7 7 3 71/6 71/6 6'/2 11 81/2 16 14 48,125 37,190 7,390 7,105 KCCQ71-8 7 7'/2 3 71/6 7'/2 61/2 11 81/2 16 14 48,125 37,190 7,390 7,105 KCCQ74 63/4 3'/2 3 6% 35/6 6'/2 11 81/2 16 14 46,405 27,465 7,390 7,105 KCCQ76 63/4 61/2 3 6% 5'/2 6'/2 11 8'/2 16 14 46,405 35,860 7,390 7,105 KCCQ77 63/4 63/4 3 •§J6 6;/6 6'/2 11 8'/2 16 14 46,405 35,860 7,390 7,105 KCCQ78 63/4 7'/2 • 3 • •6j. • • 71/2• 9'/2 11 8'/2 16 14 46,405 35,860 7,390 7,105 00 KCCQ84 7'/2 3'/2 7 7'/2 35/6 6'/2 11 8'/2 16 14 51,565 29,785 7,390 7,105 KCCQ86 7'/2 51/2 • • 7 1;2 • • 51/2 61� 11 8'/2 16 14 51,565 37,390 7,390 7,105 KCCQ88 7'/2 3'/2: •,7 :Z'/2 7'/2: • (i/2: 11 8'/2 16 14 51,565 39,845 7,390 7,105 m cc KCCQ94 83/4 3'/2•• 1 •��I6 • 35/6• ; B°%• 11 8'/2 16 14 60,155 33,595 7,390 7,105 KCCQ96 83/4 5'/2 7 82/6 5'/2 6'/2 11 8'/2 16 14 60,155 42,630 7,390 7,105 0* N KCCQ98 83/4 7'/2 •• 7• •8746 • •42• 6'/2 11 8'/2 16 14 60,155 46,485 7,390 7,105 A KCCQ106 91/2 5'/2 • 70 •9j?• 6'/2 • �/2 11 8'/2 16 14 65,315 45,760 7,390 7,105 For SI: 1 inch=25.4 mm, 1 Ibf=4.45 N.*:. •• •• • • • •• •• Footnotes for Table 6: m 'Allowable loads have been adjusted for load duration factors,Co, as shown, in accordance with the NDS.The allowable loads do not apply to loads of other durations,and are not CO) permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and installation requirements. h See Section 3.17.3 for required fastener dimensions and mechanical properties. o) 3Allowable loads shown are for installations in wood members complying with Section 3.17.2.Wood members must also have a reference compression perpendicular to grain design a value,F, ,of 625 psi(4.31 MPa)or greater. °Values indicate the required dimension of the post in the direction parallel to the long axis of the beam. o 5Allowable downloads apply to conditions in which the underside of the beam and top of the post are in contact with the steel bearing surfaces of the column cap,and the beam is continuous over the length,L,of the column cap. 6Allowable downloads must be further reduced to account for stress limitations in the column(including axial loading and moment due to eccentricity),where such limitations govern. Allowable uplift loads for the KCCQ column caps do not apply to spliced beam configurations. n a cp W1 w1 f ---- -- H . l +' r Typical KCCQTypical KECCQ center cap end ca KCCQ Installation KECCQ installation FIGURE 5—KCCQ AND KECCQ COLUMN CAPS •• ••• • • • • • •• • •• • • • • ••• • •• ••• •• • • • •• • •• • • •• • • • p ••• • • • ••• • O A ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • ESR-1465 I Most Widely Accepted and Trusted Page 11 of 24 TABLE 7-1N AND ME POWER NAIL HANGER ALLOWABLE LOADS''2 DIMENSIONS(in.) FASTENER SCHEDULE 3.45 ALLOWABLE LOADS(lba.)s STOCK JOIST STEEL N0. WIDTH GAGE W H D Haader Joist Download Uplift Qty Type Qty Type Co=1.0 Cp=1.15 Co=1.25 Co=1.6 8 P-nail 6 P-nail 480 550 6)0 575 10 P-nail 6 P-nail 600 690 750 575 12 P-nail 6 P-nail 720 830 1 930 575 JN26-2 (2)1'1, 18 3'/,, 5318 151, 14 P-nail 6 P-nail 840 965 1050 575 JN28-2 (2)1'/, 18 3'/1n 7'/.q 151, 16 P-nail 6 P-nail 960 1105 1200 575 18 P-nail 6 P-nail 1080 1240 1350 575 20 P-nail 6 P-nail 1200 1380 1500 575 22 P-nail 6 P-nail 1320 152(1 1650 575 24 P-nail 6 P-nail 1440 1655 1800 575 8 P-nail 4 P-nail 470 545 530 340 10 P-nail 4 P-nail 590 680 740 340 JN26E 112 20 12/1,1 5'/4 2 12 P-nail 4 P-nail 710 815 835 340 JN28E 1'12 20 12/1,1 63/4 2 14 P-nail 4 P-nail 825 950 1035 340 JN210E 1112 20 12/1,1 8'/4 2 16 P-nail 4 1 P-nail 945 1085 1180 340 18 P-nail 4Pnail1060 122(1 1330 340 20 P-nail 4 P-nail 1415 143(1 1/-30 340 For SI: 1 inch=25.4 mm, 1 Ibf=4.45 N. 'Allowable loads have been adjusted for load duration factors, Co,as shown,in accordance with the NDS.The allowable loads do not apply to loads of other durations,and are not permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and installation requirements. 2Allowable loads shown are for installations in wood members complying with Section 3.17.2. 'The fastener designation "P-nail' refers to pneumatically-driven nails described in ESR-1539, and must have a minimum diameter, length,and bending yield strength as specified in Section 3.17.3 of this report. °Fasteners must be pneumatically driven in such a way as firmly seats the nail head against the hanger steel,without embedding the nail head through the plane of the metal surface,or otherwise punching through. 5The quantity of nails installed must be equally distributed to both sides of the hanger.The nails must be located at one inch spacing in a row,with the vertical rows spaced at 3/8 inch(9.53 mm);also no less than 5/16 inch(7.94 mm)from a sheared edge and no less than 5/16 inch(7.94 mm)from a formed edge. •••• 6JN and ME hangers provide torsional resistance up to a maximum joist depth of 10 inches(254 mm),where torsional resistaaoeis •••••• defined as a moment not less than 75 pounds(334 N)times the depth of the joist at which the lateral moverrfeQ�d'F t*top or bpttprppf •• the joist with respect to the vertical position of the joist is 0.125 inch(3.2 mm). • • • • • 4� - I f+ JN_E Typical A Installation FIGURE 6—JN AND ME POWER NAIL HANGERS ESR-1465 I Most Widely Accepted and Trusted Page 12 of 24 TABLE 8—LS LIGHT SLOPE HANGER ALLOWABLE LOADS 1,2,3,4 DIMENSIONS(in.) FASTENERS ALLOWABLE LOADS(lbs) STOCK STEELHeader Joist Download Uplift NO. GAGE _W H D Qty Type Qty Type Co=1.0 C0=1.15 Co=1.25 C6=1.6 LS268 18 19I18 5'/z 3 7 10d x 1'z/ 7 10d x 1'/z 785 900 980 675 7 16d Common 7 10d x 1'/2 960 1105 1170 675 LS210 18 1"/,, 7,/e 3 9 10d x 1'/2 9 10d x 11/2 1010 1160 1260 1035 9 16d Common 9 10d x 11/2 1235 1370 1370 1035 For SI: 1 inch=25.4 mm,1 Ibf=4.45 N. 'Allowable loads have been adjusted for load duration factors,CD,as shown,in accordance with the NDS.The allowable loads do not apply to loads of other durations,and are not permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and installation requirements. 2See Section 3.17.3 for required fastener dimensions and mechanical properties. 3Allowable loads shown are for installations in wood members complying with Section 3.17.2. `Hangers may be field adjusted to a maximum of 30 degrees from horizontal,to accommodate slopes up to 7:12. 1�,' �t Typical L5 installation •""• 0.0.00 00 • ....% FIGURE 7—LS LIGHT SLOPE HANGER 00000* • • • 0000•• 0000 • • • • • • 0000•• 0000 • 0000• 0000•• • •• 0000• • • • • •• •• 00•00 0000•• • •••••• • • • • • • 0000•• 0000•• • • • • • • • • 0000•• • • • ESR-1466 I Most Widely Accepted and Trusted Page 13 of 24 TABLE 9—SPT STUD-PLATE TIE ALLOWABLE LOADS''2'' DIMENSIONS(in) FASTENERS° ALLOWABLE LOADS(Ibs)6 STOCK STEEL Stud Plate Uplift F1 F2 NO. GAGE W H L Qty Type Qty Type Co=1.6 Co=1.6 Cp=1.6 SPT22 20 19/16 4% 3'/2 4 10d Common 4 10d Common 685 560 260 SPT24 20 19/16 55/6 31/2 6 10d Common 6 10d Common 1030 560 260 SPT44 20 39/16 1 04 1 02 6 1 16d Common 6 16d Common 1305 680 255 For SI: 1 inch=25.4 mm,1 Ibf=4.45 N. 'Allowable loads have been adjusted for a load duration factor, Co, of 1.6, corresponding to a ten minute load duration (i.e., wind or earthquake loading), in accordance with the NDS.The allowable loads do not apply to loads of other durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 2See Section 3.17.3 for required fastener dimensions and mechanical properties. 'Allowable loads shown are for installations in wood members complying with Section 3.17.2. 4The two nails fastened to the wide face of the stud must be driven 300 from the perpendicular on the horizontal plane. 5The allowable loads are for a single SPT device per connection. If two SPT devices are used for a single connection(with one on either side of the framing),allowable loads may be doubled. F1 Uplift I. -� 0000 ? • • •••••• •• • •••••• FT Typical 5PT ...:.. :••••• : installation 00.0•• :0000• 0 .... . ..... ...... . .. ..... FIGURE 8—SPT STUD-PLATE TIE • • • • • •• •• 00:0••• •••••• 0000•• • • • • • • • 0000•• 0000•• • • • • • • • 0000•• ESR-1465 1 Most Widely Accepted and Trusted Page 14 of 24 TABLE 10—STC SCISSOR TRUSS CLIP ALLOWABLE LOADS 1,2,3 FASTENERS SCHEDULE 4 ALLOWABLE LOADS(lbs) STOCK STEEL DIMENSIONS[in.) NO. GAGE Truss Plate Lateral(F1) Uplift W1 W2 Oty T ype City T ype Co=1.6 Co=1.6 STC 24 12 38/16 1518, 5 10d x 1112 6 10d x 02 330 810 STC 26 12 5112 1518. 5 10d x 1112 6 10d x 1'1, 330 810 STC 28 12 7114 1518 5 10d x 111, 6 10d x 11l, 330 810 For SI: 1 inch=25.4 mm, 1 Ibf=4.45 N. 'Allowable loads have been adjusted for a load duration factor,CD,of 1.6,corresponding to a ten minute load duration(i.e.,wind or earthquake loading),in accordance with the NDS.The allowable loads do not apply to loads of other durations.See Sections 4.1 and 4.2 for additional design and installation requirements. 2See Section 3.17.3 for required fastener dimensions and mechanical properties. 3Allowable loads shown are for installations in wood members complying with Section 3.17.2. °The truss set into the STC connector must be laterally supported to prevent rotation in the device. 4` r t , t0R♦;9 �•1 r f ATG Typical �T�.. ... Installation"::- FIGURE FIGURE ............ .:..:.:...:..:.•.. 9—STC SCISSOR TRUSS CLIP •• • • •• ESR-1465 I Most Widely Accepted and Trusted Page 15 of 24 TABLE 11—DSC AND LDSC DRAG STRUT ALLOWABLE LOADS''Z'' DIMENSIONS FASTENER SCHEDULE ALLOWABLE LOADS(lbs) STOCK STEEL (in) Truss Top Plate Tension Compression NO. GAGE W L oty Type Qty Type CD=1.6 CD=1.6 LDSC4L/R 14 2 10% 9 10d x 1112 9 10d x 11!2 1 1640 1640 DSC41JR 3 3'14 21 16 WS3 16 WS3 4945 4965 For SI:1 inch=25.4 mm, 1 Ibf=4.45 N. 'Allowable loads have been adjusted for a load duration factor, CD,of 1.6,corresponding to a ten minute load duration (i.e.,wind or earthquake loading),in accordance with the NDS.The allowable loads do not apply to loads of other durations.See Sections 4.1 and 4.2 for additional design and installation requirements. 2See Section 3.17.3 for required fastener dimensions and mechanical properties. 'Allowable loads shown are for installations in wood members complying with Section 3.17.2. Gompressron - 3" t Wy I 1 Tension T 7,. 2 rq�' D5C4R ��- `` . av Typical DSC4R/ LDSC4 right Shown LD6M left shown •••• Installation •....• ...... FIGURE 10—DSC DRAG STRUT • • • • •••••• •• • •••••• • •••• • ••••• •••••• •• ••••• •• •• •••• •••••• • ESR-1466 I Most Widely Accepted and Trusted Page 16 of 24 TABLE 12—HHCP HURRICANE/SEISMIC ANCHOR ALLOWABLE LOADS 1,2,3 DIMENSIONS(in.) FASTENER SCHEDULE STOCK VVNDUI i ALLOWABLE STEEL LOADS(lbs) NO. (in.) W H B A ftr GAGE Truss/RPlate Fi Uplift CKY TYPe oty TYW Co=1.6 CD-1-6 HHCP2 I 1'1'2 1 18 =1 /. 651. 31i¢ 3 10 10d x 1'12 10 10d x*2 370 800 For SI: 1 inch=25.4 mm, 1 Ibf=4.45 N. 'Allowable loads have been adjusted for a load duration factor,Co,of 1.6,corresponding to a ten minute load duration(i.e.,wind or earthquake loading), in accordance with the NDS. The allowable loads do not apply to loads of other durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 2See Section 3.17.3 for required fastener dimensions and mechanical properties. 3Aloowable loads shown are for installations in wood members complying with Section 3.17.2. UrAlft r ! � r HHCF2 �_ • 0000.• .+0000 Typical HVICP2 trus rater 000'0; 0000:. to double Platt ...• •. :0000. corner ln5tallatton9' """ 00.00 09.90• . ,. •0..• FIGURE 11—HHCP HURRICANE/SEISMIC ANCHOR •• •• •••• •• ••• • 0.999• • • • • • • •0.00• 0000• TABLE 13—JPF PURLIN HANGER ALLOWABLE LOADS C4 M DIMENSIONS(in.) FASTENER SCHEDULE ALLOWABLE LOADS(IbS.)4 STOCK STEEL MEMBER NO. GAGE W H D TF SIZEHeader Joist 5 Download Uplift — Top TFace Type Qty Type C01.0 Co=1.15 Co=1.25 Co=1.6 0 JPF24 20 19/18 3318 1112 11116 2 x 4 mm 2 0 1 Od Coon 2 1 Od Common 1070 1070 1070 315 2 2 1 Od Common 2 1 Od Common 1275 1275 1275 470 2 0 1 Od Corrrncn 2 1 Od Common 1070 1070 1070 315 JPF26 20 19/16 5318 1'l2 1'176 2 x 6 0 2 210d Cm-wncn 2 1 Od Common 1275 1275 1275 470 a m For SI: 1 inch=25.4 mm, 1 Ibf=4.45 N. Q a� 3 'Allowable loads have been adjusted for load duration factors, CD, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not CL permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and installation requirements. See Section 3.17.3 for required fastener dimensions and mechanical properties. v, 'Allowable loads shown are for installations in wood members complying with Section 3.17.2.Wood members must also have a reference compression perpendicular to grain design value, a F, ,of 625 psi(4.31 MPa)or greater. `JPF hangers provide torsional resistance,where torsional resistance is defined as a moment 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 the vertical position of the joist is 0.125 inch(3.2 mm). 5Joist nails must be driven horizontally into the joist at an angle of 30-to 45-degrees from normal,such that they penetrate through the joist,and into the header. I L Ir� I i H I I` _ 'i r.r . t w - - •.. ..: : : .•. :VRioal JPF Typical JPF JPF : ; :05tallation back-to-back installation .. ... .. . . . .. FIGURE 12—JPF PURLIN HANGER • •s• of •s• • • T •• • • • • • •• • • (p ••• • • • ••• • V O N ••• • • • • ••• • • A • • • • • • • • • • • •• •• 000 • •• •• TABLE 14—LUGT AND LUGTC GIRDER TIEDOWN ALLOWABLE LOADS',Z,' m N M GIRDER 2DI11MENSIONS(inches) FASTENER SCHEDULE ALLOWABLE LOADS(lbs.) 11 A STOCK MEMBER 6AG6 Plate Stud Rafter/Truss F, FZ Uplift Ch WIDTH(in.) H A B Qty Nail Type Qty Nail Tyre Qty Nail Type Ce1.6 Co=1.6 Cp=1.6 �LUGT2 3 14 3!4 12'18 11/z 33i4 2 10d Common 14 10d Common 16 10d Comrnon 1015 440 2260 y LUGTC2 3 14 33x`18 1413118 11i2 3314 2 10d Common 14 10d Common 16 10d Comlmon 575 — 2260 a m For SI: 1 inch=25.4 mm, 1 Of=4.45 N. Allowable loads have been adjusted for a load duration factor,Co, of 1.6,corresponding to a ten minute load duration(i.e.,wind or earthquake loading),in accordance with the NDS.The m allowable loads do not apply to loads of other durations.See Sections 4.1 and 4.2 for additional design and installation requirements. ZSee Section 3.17.3 for required fastener dimensions and mechanical properties. CD 'Allowable loads shown are for installations in wood members complying with Section 3.17.2. Q I r- Uplift 1 —T F• crref � _I r_ - Typical LUGT2 Typical LUGTC2 Wood installation Installation ••• •• F3GQRF.1"UbT•-ND LUGTC GIRDER TIEDOWNS • •• • • • • ••• •• • • • • • • • • • to 0 -w N A ••• • • • ••• • ESR-1465 I Most Widely Accepted and Trusted Page 19 of 24 TABLE 15—MSTC AND CMSTC STRAP TIE ALLOWABLE LOADS 1,2,3 DIMENSIONS(in.) FASTENERS ALLOWABLE STOCK NO. STEEL TENSION LOADS GAGE W L Minimum Nails Type (Ibs) Per End Cp=1.6 MSTC28 16 3 281/4 18 10d Common 3455 16 3 28/4 17 16d Common 3860 MSTC40 16 3 401/4 26 10d Common 4715 16 3 40'/4 23 16d Common 4715 MSTC52 16 3 52'/4 30 10d Common 4715 16 3 521/4 26 16d Common 4715 MSTC66 14 3 653/4 36 10d Common 6015 14 3 653/4 31 16d Common 6015 MSTC78 14 3 773/4 38 10d Common 6015 14 3 773/4 33 16d Common 6015 CMSTC164 16 3 — 30 10d Common 4715 16 3 — 25 16d Common 4715 For SI: 1 inch=25.4 mm, 1 Ibf=4.45 N. 'Allowable loads have been adjusted for a load duration factor, CD, of 1.6, corresponding to a ten minute load duration (i.e., wind or earthquake loading), in accordance with the NDS. The allowable loads do not apply to loads of other durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 2See Section 3.17.3 for required fastener dimensions and mechanical properties. 3Allowable loads shown are for installations in wood members complying with Section 3.17.2. 4Length of CMSTCI6 is approximately 54 feet. The CMSTCI6 strap tie may be cut to length as necessary for the application,provided the minimum nailing requirements at each end are met. • • •••• •••••• • • • • '. • • • • •••••• •• • •••••• •••• • ••••• •• • •• ••••• • 1'_' �r_J`i•• • • i MS1CM 4 ► 1ASTC52 52 " MSTC66 65 M51C79 77 ► FIGURE 14—MSTC AND CMSTC STRAP TIE ESR-1465 I Most Widely Accepted and Trusted Page 20 of 24 TABLE 16—FTC FLOOR TRUSS CLIP ALLOWABLE LOADS 1,2,1,4,5,6,7 WOOD DIMENSIONS(in.) FASTENERS ALLOWABLE STOCK MEMBER STEEL LOADS(lbs) NO. DESCRIPTION GAGE W1 W2 H Qty Type Cp=1.0 FTC1 1 ply 4 x 2 18 31/2 31/16 11/2 10 10d Common 865 FTC1 F 1 ply 4 x 2 18 31/16 — 4% 10 10d Common 865 FTC2 2 ply 4 x 2 18 31/2 31/16 3 10 10d Common 865 FTC21F 2 ply 4 x 2 18 31/16 — 4'/6 10 10d Common 865 FTC32 1 ply 3 x 2 18 21/16 21/2 11/2 10 10d x 11/2 680 For SI: 1 inch=25.4 mm, 1 Ibf=4.45 N. 'Allowable loads have been adjusted for load duration factors,CD,as shown, in accordance with the NDS.The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations.See Sections 4.1 and 4.2 for additional design and installation requirements. 2See Section 3.17.3 for required fastener dimensions and mechanical properties. 3Allowable loads shown are for installations in wood members complying with Section 3.17.2. 4The FTC1, FTC1 F, and FTC32 are intended for use with single ply chord floor truss systems; and the FTC27 and FTC2F are intended for double ply chord floor truss systems. 5The FTC clips must be installed in pairs, or multiples of two, on either side of, and within twelve inches of a concentrated load. 6To transfer uniform loads,the FTC clip should be installed in regular intervals along the length of the truss,and located at panel points. 7The FTC clip should be installed on the top chord of the truss, and, if necessary, along the bottom chord in addition. 6Tabulated allowable loads apply only to vertical (in-plane) loads transferred from one truss chord to an adjacent truss chord. r 4Z,r3- F 4 3J6H 64• • •'t_ --- -- 21!16• A318 -`_- • �' :': '• �. ..r. . 2 d'• . ...... -[3 , t 3V16' 00000 FTG CLfC C Tc2C .••..•..•..�•'�,,,6• •••.•.•.•• ..•... • 0000 .0000• ...... . • . . • -1'i-_- 000000 1 '10 00 0 4 Typical STC Installation Typical FTG2Finstallation FIGURE 15—FTC FLOOR TRUSS CLIP ESR-1465 I Most Widely Accepted and Trusted Page 21 of 24 TABLE 17—RT STRAP RAFTER TIE ALLOWABLE LOADS 1,2,3 FASTENER SCHEDULE ALLOWABLE STOCK STEEL Rafter/Truss Plate Stud LOAD LOADS(Ibs) NO. GAGE DIRECTION Qty Type Qty Type Qty Type Co=1.6 8d Common 8d Common Uplift 610 RT3A 18 4 -or- 4 -or- Perp(F1) 190 8d x 1'/Z 8d x 1% Parallel(F2) 190 8d Common 8d Common Uplift 410 RT4 18 4 -or- 4 -or- Perp(F1) 215 8d x 1'/2 8d x 1'/2 Parallel(F2) 215 8d Common 8d Common Uplift 540 RT5 18 4 -or- 4 -or- Perp(F1) 265 8d x 1'/Z 8d x 1'/2 Parallel(F2) 265 Uplift 665 RT6 18 8 10d x 1'/2 6 10d x 1'/Z Perp(F1) 800 Parallel(F2) 800 Uplift 585 RT7 18 5 8d Common 5 8d Common Perp(F1) 195 Parallel(F2) 195 8d Common 8d Common Uplift 670 RT7A 18 5 -or- 5 -or- Perp(F1) 210 8d x 1'/2 8d x 1'/2 Parallel(F2) 210 10d Common 10d Common Uplift 775 RTBA 18 5 -or- 5 -or- Perp(F1) 215 10d x 1'/2 10d x 11/2 Parallel(F2) 215 Uplift 585 RT10 18 6 8d Common 8 8d Common 6 8d Common Perp(F1) 1959-9 • Parallel(F2) 195•'•• •••• • • Uplift•• ' 539• :� • RT15 18 5 8d x 1'/2 5 8d Common Perp(P' *: 500** • •••• Parallel(F2). 34 • •••••. 10d Common Upliti.•. • 13****** ••••• RT16A 18 9 10d x 1'/z 8 -or- Perp(FbV•• • 800 •• •••••• l Od x 02 Parallel EFQ)• • 645•••• '•••'• • 8d Common 8d Common Uplift••;•; 1160 •• RT16-2 18 8 -or- 8 -or- Perp(F!"1) • 65S•••i• •••••• 8d x 1'/2 8d x 1'/2 Parallel k.2 • • 415 •••••• Uplift 1206..* RT 20 16 9 10d x 02 4 10d Common 9 10d x 1'/2 Perp(F1) — Parallel(F2) — For SI: 1 inch=25.4 mm,1 Ibf=4.45 N. Allowable loads have been adjusted for a load duration factor, CD, of 1.6, corresponding to a ten minute load duration (i.e., wind or earthquake loading), in accordance with the NDS. The allowable loads do not apply to loads of other durations.See Sections 4.1 and 4.2 for additional design and installation requirements. 2See Section 3.17.3 for required fastener dimensions and mechanical properties. 3Allowable loads shown are for installations in wood members complying with Section 3.17.2. ESR-1465 I Most Widely Accepted and Trusted Page 22 of 24 1' lo, ff 1 ,,,•„ f • 4 Typical MA 2' Typical RT4 truss/rafter truss/rafter RT3A to plate installation RT4 to plate installation 2 ,. j5 1,4,. Typical RT5 __f 3 ,;: Typical RT6 `>`E truss/rafter trusslrafter to doubleRT6 to double RT5 plate installation plate installation F_1 - .� ... . .. ..... ...... T .00900'�� 2,c " � �•� 0000•• Typical RT'7A .. Typical RT7 •• • 1 truss/rafter to truss/rafter RT7A double late installation RT7 latinstallation p FIGURE 16—RT STRAP RAFTER TIE ESR-1465 I Most Widely Accepted and Trusted Page 23 of 24 1 11/4" 23 . ., 41j5j1 31h6 a 713h6 ° .Y , I 10 3541 Typical RT10 Typical RIBA ;' truss/rafter to stud to double �' double plate to RIBA plate installation RT10 stud installation � 31/2„ j ` 2 515' 61/2„ 4 Typical RT15 ° o ° • ' •�•••• .... ...... /�� truss/rafter to ° TyPal RT16tr ••• •• double plate truss/rafter to dOUblb • RT15 installation RT16A plate;n#allatjori• ;••••: ...... . .. ..... 2 /41' • • • • • • • • •••••• 61/2" •••••• 45/A" ••'• _� "� • ••• • • 3 2 „� • • . 61/2. p � � 14 R ° Typical RT16-2 211/x„ Typical RT20 1 truss/rafter to double truss/rafter to double RT16-2 plate installation RT20 ate to stud installation FIGURE 16—RT STRAP RAFTER TIE(Continued) ESR-1465 I Most Widely Accepted and Trusted Page 24 of 24 TABLE 18—STEEL TYPE,STRENGTH AND CORROSION RESISTANCE PRODUCT STEEL COATING BN Breakfast Nook Hanger ASTM A 1011,SS designation,Grade 33 Painted CMSTC Strap Tie ASTM 653,SS designation,Grade 50,Class 1 G90' DSC4 Drag Strut Connector ASTM A 36 Painted FTC Floor Truss Clip ASTM A 653,SS designation,Grade 33 G90' GTU Girder Truss Hanger ASTM A 1011,SS designation,Grade 33 Painted HGA Hurricane Gusset Angle ASTM A 653,SS designation,Grade 33 G90' HHCP2 Hurricane/Seismic Anchor ASTM A 653,SS designation,Grade 33 G90',G185' HJC Hip/Jack Connector ASTM A 653,SS designation,Grade 33 G90' HTHJ Hip/Jack Connector ASTM A 653,SS designation,Grade 33 G901,G185' JN Power Nail Hanger ASTM A 653,SS designation,Grade 33 G90' JNE Power Nail Hanger ASTM A 653,SS designation,Grade 33 G90' JPF Purlin Hanger ASTM A 653,SS designation,Grade 33 G90' No.3 Gage Material:ASTM A36 KCCQ/KECCQ Column Cap Painted No.7 Gage Material:ASTM A 1011,SS designation,Grade 33 LDSC4 Drag Strut Connector ASTM A 653,SS designation,Grade 33 G90' LS Light Slope Hanger ASTM A 653,SS designation,Grade 33 G90' LUGT/LUGTC Girder Tiedown ASTM A 653,SS designation,Grade 33 � • �900• •••• •••••• • MSTC Strap Tie ASTM A 653,SS designation,Grade 50,Class 1 •• • **GV: • RT Strap Rafter Tie ASTM A 653,SS designation,Grade 33 ,.•;•• G90',6185' • • SPT Stud-Plate Tie ASTM A 653,SS designation,Grade 33 •so"• G:0' G9 S5' .•••• STC Scissor Truss Clip ASTM A 653,SS designation,Grade 33 . • • 090 • • For SI:1 Ibf/int=6.89 kPa. • 'Corrosion protection is a zinc coating in accordance with ASTM A 653. • *Goes* P44e � ' Used for Florida State Wide Prod6,,;.,,, zm Approval# STEVEN L. COHEN & rjSSOCIOTES A"' Stxomr 2941 W. CypfjESS CR"13D., STE I ' - SUMPSON STRONG-TIE COMPANY, reg no. 6a " corp. nmajMgMfflL4q INC -Product FL# Product FL# Product FL# Product FL# HHUS210-2 10666.1 HU36 18665.42 HUC44 10655.82 8UL210 10656.122 HHUS36'3 10655.2 HU38 10655.43 HUC46 10655.83 GUL210'2 10655.123 HHU828'2 10656.3 HU410 10656.44 HUC48 10655.84 8UL314 10666.124 HHUQ410 10655.4 HU412 10665.45 HUC610 10655.85 8UL24 10655.125 HHUQ46 10655.5 HU414 10655.46 HUC613 10655.86 8UL26 10655.136 HHUS48 10655.6 HU416 10655.47 HUC614 10655.87 SUL26-2 10655.137 HGUL310'2 10655.7 HU44 10656.48 HUC616 10666.88 GUL414 10656.128 H8UL214'3 10655.8 HU46 10655.49 HUCSG 10655.89 8UR310 10665.129 H8UL26'2 10656.8 HU48 10655.50 HUCGB 10665.90 SUR210'2 10655.130 HSUL410 10655.10 HU610 10666.91 HUS210 10655.91 GUR314 10655.131 HSUL414 10655.11 HU612 10655.52 HUS210-3 10656.92 GUR24 10655.132 HGUL46 10655.12 HU614 10665.53 HU8313-2 10665.93 SUR26 10655.133 HQUR210'2 10655.13 HU616 10665.64 HU826 10655.94 QUR36'2 10655.134 H8UR214'3 10655.14 HUGG 10655.55 HUG36-3 10855.95 GUR414 10655.135 H8UR26-2 10656.15 HU68 10655.56 HUQ28 10655.96 U310 10665.136 HSUR410 10656.16 HUC210-3 10655.67 HU838'3 10655.97 U210'2 10655.137 HGUR414 10655.17 HUC210-3 10655.58 HU8410 10655.98 U310'3 10655.138 HGUR46 10655.18 HUC212-2 10655.59 HUS412 10655.99 U21OR 10655.139 HU210 10655.19 HUC312-3 10655.60 HUS46 10655.100 U314 10666.140 � HU310-3 10655.20 HUC214-2 10666.61 HUS48 10666.101 U24 10655.141 � � HU310-3 10655.21 HUC214-3 10656.62 LU210 10666.102 U24-2 10655.142 HU212 10655.22 HUC218'2 10655.63 LU24 10665.103 U34R 10665.143 HU212'2 10655.23 HUC216-3 10665.64 LU36 10655.104 U36 10656.144 HU212'3 10655.24 HUC24'2 10655.65 LU28 10665.105 U26-3 10665.145 HU214 10655.25 HUC26-2 10656.66 LU8210 10665.106 U26R 10655.146 HU214'2 10655.26 HUC38'2 10655.67 LUG210'2 10656.107 U310 °°°°1OG55.147 HU214'3 10655.27 HUC310 10655.68 LU8214'2 10656.108 ° U314 °°°°°1OG5S.lAB.°° HU216-3 10655.39 HUC310-2 10665.69 LUG24 10665.109 °°°°U"` ° °°40655.149" ° HU24-2 10656.30 HUC312 10655.70 LUG24'3 10655.110 °°°°M5G ° 10655.19010 ° HU26 10655.31 HUC312'2 1066671 LUS26 10665.111 °°000410 ° 10655:1&1°°: HU26-3 10695.32 HUC314 10655.72 LUG26-2 10655.112 °°°°°p°°�41DR °°° � : �7 ° ° ^��° HU28 10659.33 HUC314-2 10655.73 LU828 10655.113 °°°°U#14 ° °°10G55��U°° HU28-2 10656.34 HUC316 10655.74 LUS38-2 10655.114 °°°°W44 °°:°°10656.1Z4°° HU310 10655.35 HUC34 10655.75 LU8410 1OG55.11S � ° ° �4R ° 1OGS5155"° ° ° ~ ° HU310-3 10655.36 HUC36 10655.76 LU8414 10655.116 ° U4G %°°°:1OG55�bV°° HU313'3 10655.37 HU{�3O 10655.77 LUG44 10655.117 � =04GR ° 10655%&7.°: HU314 10656.38 HUC410 10655.78 LUG46 10655.118 U~10 °°°°:°;0665* 68 ° ° HU314'2 10655.39 HUC412 10655.79 LUG48 10655.119 U61OR 1OG65.15B HU316 10665.40 HUC414 10655.80 N1UG26 10665.120 UGG 10655.160 HU34 10655.41 HUC416 10655.81 N1US28 10655.121 UGGR 10655.161 ESR-2549 ES REPORT TM Issued February 1, 2008 This report is subject to re-examination in two years. ICC Evaluation Service, Inc. MssineseRegional Office#5360 Workman Mi Road,Whittier,Cauromia 90601#(562)699-0543 Regional Office#900 Montclair Road,Suite A,Birmingham,Alabama 35213 #(205)5939800 WWW.ICC-es.org Regional Office#4051 West RossrraorRoad,Country Club Hills,Illinois 60478#(708)7932305 DIVISION:06—WOOD AND PLASTICS hangers having a width equal to or greater than 29/76 inches Section:06090—Wood and Plastic Fastenings (65 mm) are available with concealed flanges and are specified with the model designation HUC. See Table 3 for REPORT HOLDER: the hanger dimensions, required fasteners, and allowable loads; and Figure 3a for a drawing of a typical HU series SIMPSON STRONG-TIE COMPANY,INC. hanger and Figure 3b for an HUC hanger. 5956 WEST LAS POSITAS BOULEVARD 3.1.4 LUS Series Hangers: The LUS series hangers are PLEASANTON,CALIFORNIA 94588 formed from No.18 gage galvanized steel.The hangers have (800)925-5099 prepunched holes for the installation of nails that are driven www.strongtie.com at a 45-degree angle through the joist and into the header, which is described as double shear nailing in the installation EVALUATION SUBJECT: instructions.See Table 4 forthe hanger dimensions,required fasteners,and allowable loads;and Figure 4 for a drawing of SIMPSON STRONG-TIE FACE-MOUNT HANGERS FOR a typical LUS series hanger. WOOD FRAMING 3.1.5 MUS Joist Hanger: The MUS series hangers are formed from No. 18 gage galvanized steel. The U-shaped 1.0 EVALUATION SCOPE portion of the hangers has prepunched holes for the Compliance with the following codes: installation of joist nails that are driven at an angle through the joist and into the header, which is described as double # 2006 International Building Codee(IBC) shear nailing in the installation instructions. See Table 5 for # 2006 International Residential Code®(IRC) the hanger dimensions, required fasteners, and allowable loads;Figure 5 for a drawing of a typical MUS series hanger. # Other Codes(see Section 8.0) 3.1.6 HUS Series Hangers: The HUS series hangers are Properties evaluated: formed from No. 14 gage galvanized steel with the exception of the HUS26, HUS28 and HUS210 hangers, which are Structural formed from No.16 gage galvanized steel.The hangers have 2.0 USES prepunched holes for the installation of joist nails that are driven at an angle through the joist and into the header,which The Simpson Strong-Tie face-mount hangers described in is described as double shear nailing in the installation this report are used as wood framing connectors in instructions.See Table 6 for the hanger dimensions,required accordance with Section 2304.9.3 of the IBC.The products fasteners,and allowable loads;and Figure 6 for a drawing of may also be used in structures regulated under the IRC when a typical HUS series hanger. an engineered design is submitted in accordance with Section 3.1.7 HHUS Series Hangers: The HHUS series hangers R301.1.3 of the IRC. are formed from No. 14 gage galvanized steel.The hangers 3.0 DESCRIPTION have prepunched holes for the installation of joist nails that 3.1 General: are driven at an angle through the joist and into4ae header, which is described as double shQar nailing in tKebicta;liallation .e.... The Simpson Strong-Tie face-mount hangers described in instructions.See Table 7 for the 11b"br Qimensiopserpguired .• this report are U-shaped hangers that have prepunched holes fasteners, and allowable loads; f lW11 j for a Vg*in9 of a.... for the installation of nails into the face of the supporting wood typical HHUS series hanger. header or beam or ledger. 3.1.8 SUR/L Series Hangers: The.SUR/L series hangers a �: 3.1.1 LU Series Hangers: The LU series hangers are are formed from No.16 gage galdaryaad'steel.SWAZI SUL..... formed from No. 20 gage galvanized steel. See Table 1 for are mirror-image identical han9grsr.sjgwed a4 45.4egrees..;..• hanger dimensions,required fasteners,and allowable loads; right and left, respectively. Se#.Tggl& 8 fo%tl%Jtanger and Figure 1 for a drawing of a typical LU series hanger. dimensions, required fasteners, and allowable loads; and e• Figure 8 for a drawing of typical%Wl!series hangers. 3.1.2 U Series Hangers:The U series hangers are formed • ; e••••• from No. 16 gage galvanized steel. See Table 2 for the 3.1.9 HSUR/L Series Hangers: The HEM teries. . hanger dimensions,required fasteners,and allowable loads; hangers are formed from No.14 5agu@ galvanized sVpp SUR;'•••; and Figure 2 for a drawing of a typical U series hanger. and SUL are mirror-image identical hangers, fteptectat 45 degrees right and left, respectively. See Table 9 for the 3.1.3 HU/HUC Series Hangers: The HU and HUC series hanger dimensions,required fasteners,and allowable loads; hangers are formed from No. 14 gage galvanized steel. HU and Figure 9 for a drawing of typical HSUR/L series hangers. 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,Inc.,express or implied,as to any finding or other matter in this report,or as to any product covered by the report. wpa...aron..� nnoocrmrnu.n. Copyright 0 2008 Page 1 of 10 Page 2 of 10 ESR-2548 3.2 Materials: duration factor, Co, corresponding with the applicable loads 3.2.1 Steel: The hangers described in this report are in accordance with the NDS. manufactured from galvanized steel complying with ASTM A Tabulated allowable loads apply to products connected to 653, SS designation, Grade 33, with a minimum yield wood used under dry conditions and where sustained strength,FY,of 33,000 psi(227 MPa)and a minimum tensile temperatures are 100°F(37.8°C)or less.When products are strength, F,,, of 45,000 psi (310 MPa). Minimum base-metal installed to wood having a moisture content greater than 19 thicknesses for the hangers in this report are as follows: percent(16 percent for engineered wood products),or where wet service is expected,the allowable loads must be adjusted NOMINAL THICKNESS MINIMUM BASE-METAL by the wet service factor, CM, specified in the NDS. When (gage) THICKNESS(inch) connectors are installed in wood that will experience No. 14 0.0685 sustained exposure to temperatures exceeding 100°F No. 16 0.0555 (37.8°C),the allowable loads in this report must be adjusted No.18 0.0445 by the temperature factor, C,specified in the NDS. No.20 0.037357= Connected wood members must be analyzed for load- For SI: 1 inch=25.4 mm. carrying capacity at the connection in accordance with the The hangers have a minimum G90 zinc coating NDS. specification in accordance with ASTM A 653.Some models 4.2 Installation: (designated with a model number ending with Z)are available Installation of the connectors must be in accordance with this with a G185 zinc coating specification in accordance with evaluation report and the manufacturer's published ASTM A653.Some models(designated with a model number installation instructions.In the event of a conflict between this ending with HDG)are available with a hot-dip galvanization, report and the manufacture's published installation also known as "batch" galvanization, in accordance with instructions,this report governs. ASTM A 123,with a minimum specified coating weight of 2.0 ounces of zinc per square foot of surface area (600 g/m2), 5.0 CONDITIONS OF USE total for both sides. Model numbers in this report do not The Simpson Strong-Tie face-mount hangers for wood- include the Z or HDG ending, but the information shown framed construction described in this report comply with, or applies.The lumber treater or holder of this report(Simpson are suitable alternatives to what is specified in,those codes Strong-Tie Company) should be contacted for listed in Section 1.0 of this report, subject to the following recommendations on minimum corrosion resistance of steel conditions: connectors in contact with the specific proprietary preservative treated or fire retardant treated lumber. 5.1 The connectors must be manufactured, identified and 3.2.2 Wood:Wood members with which the connectors are installed in accordance with this report and the umanufacturer's published installation instructions. A used must be either sawn lumber or engineered lumber copy times during installation. of the instructions must be available at the jobsite having a minimum specific gravity of 0.50 (minimum at all ti equivalent specific gravity of 0.50 for engineered lumber),and having a maximum moisture content of 19 percent (16 5.2 Calculations showing compliance with this report must percent for engineered lumber)except as noted in Section be submitted to the code official.The calculations must 4.1.The thickness of the supporting wood member(header, be prepared by a registered design professional where beam,or ledger)must be equal to or greater than the length required by the statues of the jurisdiction in which the of the fasteners specified in the tables in this report, or as project is to be constructed. required by wood member design,whichever is greater. 5.3 Adjustment factors noted in Section 4.1 and the 3.2.3 Fasteners: Nails used for hangers described in this applicable codes must be considered,where applicable. report must comply with ASTM F 1667 and have the following 5.4 Connected wood members and fasteners muisliomply, minimum fastener dimensions and bending yield strengths respectively,with Sections 3.2.2 and 3.2.34ofthis report. . . 0000 ...... �' 5.5 Use of connectors with preservative treated.or fire .' COMMON SHANK FASTENER FA retardant treated lumber rryw4 4w.in acc5wJp?ic1 with 0000:9 NAIL SIZE DIAMETER LENGTH (psi) Section 3.2.1 of this repgrt.•V§# of fasterprs with . 0 (inch) (inches) preservative treated or fire r gladdant trgated umber o•••• 10d x V/2 0.148 1'/2 90,000 must be in accordance with•Sectior13.2.3 eONii�Peport. 10d 0.148 3 90,000 6.0 EVIDENCE SUBMITTED .•...• •• .•:..' 16d x 2'/Z 0.162 21/2 90,000 • • • • • 16d 0.162 3'/ 90,000 Data in accordance with the ICC�S Acceptance efitbria for.... •• For SI: 1 inch=25.4 mm,1 psi=6.895 kPa. Joist Hangers and Similar Devig"PO13), dated•October • 2006(corrected March 2007). 0 0.6% Fasteners used in contact with preservative treated or fire 7.0 IDENTIFICATION '••••• ' retardant treated lumber must comply with IBC Section ; . ... ;'•••; 2304.9.5 or IRC Section R319.3, as applicable. The lumber The products described in this report are identiflbjl vfittta die- treater or this report holder(Simpson Strong-Tie Company) stamped label indicating the name of the manufacturer should be contacted for recommendations on minimum (Simpson Strong-Tie),the model number,and the number of corrosion resistance of fasteners and connection capacities an index evaluation report (ESR-2523) that is used as an of fasteners used with the specific proprietary preservative identifier for the products recognized in this report. treated or fire retardant treated lumber. 8.0 OTHER CODES 4.0 DESIGN AND INSTALLATION 8.1 Evaluation Scope: 4.1 Design: In addition to the codes referenced in Section 1.0, the The tabulated allowable loads shown in this report are based products in this report were evaluated for compliance with the on allowable stress design (ASD) and include the load requirements of the following codes: Page 3 of 10 ESR-2549 # 2003 International Building Code®(2003 IBC) or fire retardant treated lumber must,as a minimum,comply # 2003 International Residential Code®(2003 IRC) with UBC Section 2304.3. # 2000 International Building Code®(2000 IBC) 8.4 Design and Installation: 2003 IBC, 2003 IRC, 2000 IBC,2000 IRC,and UBC: # 2000 International Residential Code®(2000 IRC) See Section 4.0 of his report. # 1997 Uniform Building CodeTm (UBC) 8.5 Conditions of Use: The products described in this report comply with, or are suitable alternatives to what is specified in,the codes listed 8.5.1 2003 IBC, 2003 IRC 2000 IBC, and 2000 IRC: The above,subject to the provisions of Sections 8.2 through 8.7. Simpson Strong-Tie products described in this report comply with,or are suitable alternatives to what is specified in,those 8.2 Uses: codes listed in Section 8.0,subject to the same conditions of 8.2.1 2003 IBC,2003 IRC,2000 IBC,and 2000 IRC:See use indicated in Section 5.0 of this report. Section 2.0 of this report. 8.5.2 UBC:The Simpson Strong-Tie products described in 8.2.2 UBC:Replace the information in Section 2.0 with the this report comply with,or are suitable alternatives to what is following:Simpson Strong-Tie face-mount hangers are used specified in,the UBC,subject to the same conditions of use as wood framing connectors in accordance with Section indicated in Section 5.0 of this report, except the last 2318.4.8 of the UBC. sentence of Section 5.5 is replaced with the following: Fasteners used in contact with preservative treated or fire 8.3 Description: retardant treated lumber must, as a minimum, comply with 8.3.1 2003 IBC and 2003 IRC: See Section 3.0 of this UBC Section 2304.3. report. 8.6 Evidence Submitted:2003 IBC,2003 IRC 2000 IBC, 8.3.2 2000 IBC and 2000 IRC: See Section 3.0 of this 2000 IRC,and UBC: report,except modify Section 3.2.3 of this report to reference See Section 6.0 of this report. Section R323.3 of the IRC. 8.7 Identification: 2003 IBC, 2003 IRC 2000 IBC, 2000 8.3.3 UBC:See Section 3.0 of this report,except modify the IRC,and UBC: first sentence in the last paragraph of Section 3.2.3 as See Section 7.0 of this report. follows: Fasteners used in contact with preservative treated . . .... ...... ...... .. . ...... .... . ..... ...... . .. ..... .. .. .... ...... . . . . ...... Page 4 of 10 ESR-2549 TABLE 1—ALLOWABLE LOADS FOR THE LU SERIES JOIST HANGERS DIMENSIONS' FASTENERS2 ALLOWABLE LOADS3,4.5(Ibs) (inches) (Quantity-Type) M NDEL Uplift` Download W H B Headers Joist CD=1.33 Co=1.0 Co=1.15 CD=1.25 or =1.6 10d 16d 10d 16d 10d 16d LU24 19/16 3% 1'/: 4 2-10dxl% 245 445 530 510 610 555 665 LU26 19/16 4% 1 1'/: 6 4-10dx1Y2 490 665 800 765 920 830 1,000 LU28 19/16 6% 1Yz 8 6-10dx1Yz 735 890 1,065 1,025 1,225 1,110 1,300 LU210 19/16 713/16 1 1Y: 10 6-10dx1'% 735 1,110 1,330 1 1,275 1,530 1,390 1,660 For SI: 1 inch=25.4 mm,1 Ibf=4.45 N. 1. Refer to Figure 1 (this page)for definitions of hanger nomenclature(W,H,B). 2. Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.LU 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). 5.The quantity of 10d or 16d common nails specified in the"Header"column under"Fasteners"is required to achieve the tabulated allowable loads shown in the Allowable Download"10d"or"16d"columns. 6.Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam,and 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. m e 0000 o • • • • 0000 0000•• e 0000•• •• • 0000•• • o e H 0000•• • • • •••••• o 0000 • • • • o • • 0000•• �UZ 0000 • 0000•• • ...... . .. ..... 'hfor • 1lA; •• •• 0000 000.00 • \/T+I •00••• • • • • • • 000••• ly • • • • • • • • 0000•• so 0 a 000 • • FIGURE 1—LU SERIES HANGER Page 5 of 10 ESR-2549 TABLE 2-ALLOWABLE LOADS FOR THE U SERIES JOIST HANGERS DIMENSIONS' FASTENERS ALLOWABLE LOADS3'4'5 MODEL (inches) (Quantity-Type) Ibs Uplift 6 Download No. W H B Headers Joist Co=1.33 or CD=1.0 CD=1.15 CD=1.25 =1.6 10d 16d 10d 16d 10d 16d U24 19/16 3'/8 2 4 2-10dx1'/2 240 445 530 510 610 555 665 U26 19/16 43/4 2 6 4-10dx11/2 480 665 800 765 920 830 1,000 U210 19/16 773/16 2 10 6-10dx1'/2 720 1,110 1,330 1,275 1,530 1,390 1,660 U214 19/16 10 2 12 8-10dx11/2 960 1,330 1,595 1,530 1,835 1,665 1,995 U34 29/16 33/6 1 2 4 1 2-10dx11/2 240 445 530 510 610 555 665 U36 29/16 53/6 2 8 4-10dx1'/2 480 890 1,065 1,025 1,225 1,110 1,330 U310 29/16 87/8 2 14 6-10dx11/2 720 1,555 1,860 1,790 2,140 1,940 2,330 U314 29/16 101/2 2 16 6-10dx11/2 720 1,775 2,130 2,040 2,450 2,220 2,660 U44 39/16 27/8 2 4 2-10d 295 445 530 510 610 555 665 U46 39/16 47/8 2 8 4-10d 590 1 890 1,065 1,025 1,225 1,110 1,330 U410 39/16 83/8 1 2 14 1 6-10d 890 1,555 1,860 1 1,790 2,140 1,940 2,330 U414 39/16 10 2 16 6-10d 890 1,775 2,130 2,040 2,450 2,220 2,660 U24-2 31/8 3 2 4 2-10d 295 445 530 510 610 555 665 U26-2 3'/s 5 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U210-2 3'/a 81/2 2 14 6-10d 890 1,555 1,860 1,790 2,140 1 1,940 2,330 U66 51/2 5 2 8 4-10d 590 890 1,065 1,025 1,225 1,110 1,330 U610 51/2 81/2 1 2 14 1 6-10d 890 1,555 1,860 1 1,790 2,140 1,940 2,330 U210-3 51/2 73/4 2 14 6-10d 890 1,555 1,860 1,790 2,140 1,940 2,330 U24R 21/18 35/8 2 4 2-10dx1'/2 240 445 530 510 610 555 665 U26R 21/16 55/8 2 8 4-10dx1'/2 480 890 1,065 1,025 1,225 1,110 1,330 U210R 21/16 9'/8 2 14 6-10dx1'/2 720 1,555 1,860 1,790 2,140 1,940 2,330 U44R 41/16 25/8 2 4 2-16d 355 445 530 510 610 555 665 U46R 41/16 45/8 2 8 4-16d 710 890 1,065 1 1,025 1,225 1,110 1,330 U41 OR 41/16 81/8 2 14 6-16d 1,065 1,555 1,860 1,790 2,140 1,940 2,330 U66R 6 5 2 8 4-16d 1 710 890 1,065 1,025 1,225 1,110 1,330 U61 OR 6 81/2 2 14 6-16d 1,065 1,555 1,860 1,790 2,140 1,940 2,330 For SI:1 inch=25.4 mm, 1 Ibf=4.45 N. 1.Refer to Figure 2(this page)for definitions of hanger nomenclature(W,H,B). 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.U 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 the vertical position of the joist is 0.125 inch(3.2 mm). 5.The quantity of 10d or 16d common nails specified in the"Header"column under"Fasteners"is required to achieve the tabulated allowable loads shown in the Allowable Download"10d"or"16d"columns. 6.Allowable uplift loads are for hangers installed with either 10d or 16d common nails into the supporting header/beam,and have been increased for wind or earthquake loading with no further increase allowed. The allowable uplift loads must be reduced when othsr•le ad durations govern. . •.•• ••..•. '�fr •• • •• • •••••• • ) ° • m • °•'.Y a • • • •• •• •• ••••• • H m •• ••• m • • • • ° •••• • • • • •••••• FIGURE 2-U SERIES HANGER FIGURE 3a-HU SERIES HANGER FIGURE 3b-HUC SERIES HANGER (See Table 2-above) (See Table 3-Next Page) (See Table 3,Footnote 3-Next Page) Page 6 of 10 ESR-2549 ' TABLE 3-ALLOWABLE LOADS FOR THE HU/HUC SERIES JOIST HANGERS HANGER DIMENSIONS' FASTENERS2 ALLOWABLE LOADS(lbs)3,4,5 MODEL (inches) (Quantity-Type) NO. Uplift Download W H B Header Joist CID=1.33 or =1.6 CID=1.0 Co=1.15 Co=1.25 HU26 19/16 3'/,6 2% 4-16d 2-10dx11/2 240 535 615 670 HU28 19/16 5'/4 2'/4 6-16d 4-10dx1'/2 480 805 925 1,005 HU210 1 /,6 -T/6- 2'/4 8-16d 4-10dx1 /2 480 1,070 1,230 1,340 HU212 19/16 9 2'/4 10-16d 6-10dx1 /2 720 1,340 1,540 1,675 HU214 19/,6 10'/e 2'/4 12-16d 6-10dx1 /2 720 1,610 1,850 2,010 HU34 2/,6 33/6 2'/z 4-16d 2-10dx1 /2 240 535 615 670 HU36 291,6 53/. 2'/z 8-16d 4-10dx1'/2 480 1,070 1,230 1,340 HU38 29/16 71/6 2'/z 10-16d 4-10dx1 /2 480 1,340 1,540 1,675 HU310 29/16 8T/s- 2'/z 14-16d --C-1-0d-x-17/2-- 720 1,875 2,155 2,345 HU312 2/,6 105/. 2'/z 16-16d 6-10dx1'/2 720 2,145 2,465 2,680 HU314 2/16 12/6 2'/z 18-16d 8-10dx1 /2 960 2,410 2,770 3,015 HU316 29/16 14'/, 2'/z 20-16d 8-10dx1 /2 960 2,680 3,080 3,350 HU44 39/16 27/6 2'/z 4-16d 2-10d 300 535 615 670 HU46 3/1. 5/,6 2% 8-16d 4-10d 605 1,070 1,230 1,340 HU48 3/,6 6 /16 2'/z 10-16d 4-10d 605 1,340 1,540 1,675 HU410 3/,6 85/6 2'/z 14-16d 6-10d 905 1,875 2,155 2,345 HU412 39/16 10,5/16 21/2 16-16d 6-10d 905 2,145 2,465 2,680 HU414 3/,6 125/. 2'/z 18-16d 8-10d 1,205 21410 2,770 3,015 HU416 39/16 13/6 21/2 20-16d 8-10d 1,205 2,680 3,080 3,350 HU66 5'/z 43/16 21/2 8-16d 4-16d 715 1,070 1,230 1,340 HU68 5'/z 513/1,, 2 Yz 10-16d 4-16d 715 1,340 1,540 1,675 HU610 5Yz '7/. 2 Yz 14-16d 6-16d 1,070 1,875 2,155 2,345 HU612 5Yz 93/a 21/2 16-16d 6-16d 1,070 2,145 2,465 2,680 HU614 5% 115/6 21/2 18-16d 8-16d 1,430 2,410 2,770 3,015 HU616 5Yz 12 /,6 21/2 20-16d 8-16d 1,430 2,680 3,080 3,350 HU24-2 3'/8 31/16 21/2 4-16d 2-10d 300 535 615 670 HU26-2 31/. 53/6 21/2 8-16d 4-10d 605 1,070 1,230 1,340 HU28-2 3/a 7 21/2 10-16d 4-10d 605 1,340 1,540 1,675 HU210-2 T/-a- 873/16 2 Yz 14-16d 6-10d 905 1,875 2,155 2,345 HU212-2 31/8 10'3/16 2'/z 16-16d 6-10d 905 2,145 2,465 2,680 HU214-2 3/6 1213/16 2'/z 18-16d 8-10d 1,205 2,410 2,770 3,015 HU216-2 31/6 137/6 2'/z 20-16d 8-10d 1,205 2,680 3,080 3,350 HU310-2 5'/8 87/6 21/2 14-16d 6-10d 905 1,875 2,155 2,345 HU312-2 5/. 10/6 21/2 16-16d 6-10d 905 2,145 2,770 2,680 HU314-2 TI.- 12/6 2'/z 18-16d 8-10d 1,205 2,410 2,770 ••3 015 HU210-3 4 /,6 8/,6 2 Yz 14-16d 6-10d 905 1,875 • 42,155 ••2,.345 ••••.• HU212-3 T11-1 105/16 2 Yz 16-16d 6-10d 905 2,145 a• 2465 • 2880 •• HU214-3 4'/16 12/1. 1 21/2 18-16d 8-10d 1,205 2,410 • ••R*770 •o-t,C05 ••••:• HU216-3 4"/16 1 13'/6 1 2 Yz 1 20-16d 8-10d 1,205 2,680 • ••3.080 3,350 • . For SI: 1 inch=25.4 mm,1 Ibf=4.45 N. •••'•• 1.Refer to Figures 3a and 3b(previous page)for definitions of hanger nomenclature(W,H,B). • : • 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties ";'•; ; ••• ••••• 3.HU series hangers with widths(W)equal to or greater than 2 9/,6 inches(65 mm)are available with header flanges timed in(cenoeeled) •••••• and are identified with the model designation HUG#. See Figure 3b(previous page). ***see • •� 4.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable buildincCcodl3. ; 0 • • 5.HU Series hangers provide torsional resistance,which is defined as a moment of not less than 75 pounds(334 N)times the depthooflhe joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the jaist is8.j25 inch•(3.2 mm). 6.Allowable uplift loads have been increased for wind or earthquake loading with no further increase allowed. TtFa%llo*able upp 10PI must • • be reduced when other load durations govern. 00 • Page 7 of 10 ESR-2549 TABLE 4-ALLOWABLE LOADS FOR THE LUS SERIES JOIST HANGERS DIMENSIONS' COMMON NAILS2 ALLOWABLE LOADS3,4 MODEL (inches) (Quantity-Type) (Ibs) NO. Uplift$ Download W H B Header Joists CD=1.33 or =1.6 CD=1.0 CD=1.15 CD=1.25 LUS24 19/16 31/8 13/4 4-10d 2-10d 465 640 735 800 LUS26 19/16 434 13/4 4-10d 4-10d 930 830 955 1,040 LUS28 19/16 65/8 13/4 6-10d 4-10d 930 1,055 1,215 1,320 LUS210 19/16 7 /16 13/4 8-10d 4-10d 930 1,275 1,465 1,595 LUS24-2 7/8 3/8 2 4-16d 2-16d 440 765 880 960 LUS26-2 3/8 4 /16 2 4-16d 4-16d 1,140 1,000 1,150 1,250 LUS28-2 31/8 7 2 6-16d 4-16d 1,140 1,265 1,455 1,585 LUS210-2 31/8 815/16 2 8-16d 6-16d 1,710 1,765 2,030 2,210 LUS214-2 1 3'/a 1015/16 2 10-16d 6-16d 1,710 2,030 2,335 2,540 LUS44 39/16 3 2 4-16d 2-16d 440 765 880 960 LUS46 3/16 4% 2 4-16d 4-16d 1,140 1,000 1,150 1,250 LUS48 3/16 6% 2 6-16d 4-16d 1,140 1,265 1,455 1,585 LUS410 _Y/1. 8% 2 8-16d 6-16d 1,710 1,765 2,030 12,210 LUS414 39/16 103/4 2 10-16d 6-16d 1,710 1 2,030 1 2,335 2,540 For SI: 1 inch=25.4 mm,1 Ibf=4.45 N. 1.Refer to Figure 4(this page)for definitions of hanger nomenclature(W,H,B). 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.When LUS Series hangers support joists,they 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 the vertical position of the joist is 0.125 inch(3.2 mm). 5.Joist nails must be driven at a 45 degree angle through the joist into the header/beam(double shear nailing)to achieve the tabulated loads. 6.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. Max. 0 • H •••••• •• • •••••• • ...... . .. ..... .. .. .... ...... FIGURE 4-LUS SERIES HANGER • • • • •••••• Page 8 of 10 ESR-2549 TABLE 5-ALLOWABLE LOADS FOR THE MUS SERIES HANGERS DIMENSIONS COMMON NAILS2 ALLOWABLE LOADS Inches Quanti -T Ibs MODEL Uplift° Download NO. W H B Header Joists CD=1.33 or =1.6 CID=1.0 CD=1-15 Co=1.25 MUS26 1 9/18 53/16 2 6-10d 6-10d 1,090 1,310 1,505 1,640 MUS28 1 9/18 6/4 2 8-10d 8-10d 1,555 1,750 2,010 2,185 For SI: 1 inch=25.4 mm, 1 Ibf=4.45 N. 1.Refer to Figure 5(this page)for definitions of hanger nomenclature(W,H,B). 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.When MUS series hangers support solid-sawn joists,they 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 the vertical position of the joist is 0.125 inch(3.2 mm). 5.Joist nails must be driven at a 45 degree angle through the joist into the header/beam(double shear nailing)to achieve the tabulated loads. 6.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. NP. F- o � C ' � o vY o c H • H m b �4Sy 1�11 At-� FIGURE"US HANGER(see Table 5) FIGURE 6-HUS SERIES HANGER(see Table 6) TABLE 6-ALLOWABLE LOADS FOR THE HUS SERIES HANGERS DIMENSIONS' COMMON NAILS2 ALLOWABLE LOADS3.4 (inches) (Quantity-Type) (Ibs) MODEL NO. Uplifts Download W H B Header Joists Co=1.33 or =16 CD=1.0 CD=1.15 CID 1.25 HUS26 15/a 53/8 3 14-16d 6-16d 1,550 2,565 2,950 3,205 HUS28 11/. 71/18 3 22-16d 8-16d 2,000 3,585 3,700 4 3,71,75 HUS210 1 /8 9/16 3 30-16d 10-16d 2,845 3,775 • •3,620 4,020 •• • • HUS46 3/18 4/1a 2 4-16d 4-16d 1,080 1,005 1,115 4,265 •• HUS48 3/i8 6'5/18 2 6-16d 6-16d 1,550 1,505 •1,730 1,885 • ••• HUS410 3/18 8 5/18 2 8-16d 8-16d 2,160 2,010 2,310 2,510 :000*: HUS412 38/18 103/4 2 10-16d 10-16d 2,700 2,510 9 2,685 ••6yb10 • HUS26-2 3'/, 53/1, 2 4-16d 4-16d 1,080 1,005 1,115 1,255 ••:• • •..•. HUS28-2 3'/a 73/18 2 6-16d 6-16d 1,550 1,505 • 1,630 • 1,885 HUS210-2 31/8 9/18 2 8-16d 8-16d 2,160 2,010 2,310 2,510 •�:• HUS212-2 31/8 11 2 10-16d 10-16d 2,560 2,510 • •2,685 3,140 • For SI: 1 inch=25.4 mm, 1 pound=4.45 N. :060•• •• • 1.Refer to Figure 6(this page)for definitions of hanger nomenclature(W,H,B). •••• • 00* :••• 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. •..' 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.Where HUS series hangers support solid-sawn joists,they 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 the vertical position of the joist is 0.125 inch(3.2 mm). 5.Joist nails must be driven at a 45 degree angle through the joist into the header/beam(double shear nailing)to achieve the tabulated loads. 6.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed.The allowable uplift loads must be reduced when other load durations govern. Page 9 of 10 ESR-2549 TABLE 7-ALLOWABLE LOADS FOR THE HHUS SERIES HANGERS DIMENSIONS' COMMON NAILS2 ALLOWABLE LOADS''` (inches) (Quantity-Type) (Ibs) MODEL NO. Uplifts Download W H B Header Joists CD=1.33 or = Cp=1.0 CD=1.15 CD=1.25 1.6 HHUS26-2 35/16 5/16 3 14-16d 6-16d 1,550 2,580 2,965 3,225 HHUS28-2 35/16 71/2 3 22-16d 8-16d 2,000 3,885 4,470 4,855 HHUS210-2 35/16 91/6 3 30-16d 10-16d 2,855 5,190 5,900 5,900 HHUS46 35/8 51/4 3 14-16d 6-16d 1,550 2,580 2,965 3,224 HHUS48 _7/6 71/8 3 22-16d 8-16d 2,000 3,885 4,470 4,855 HHUS410 35/6 9 3 30-16d 10-16d 2,855 5,190 5,900 5,900 For SI:1 inch=25.4 mm, 1 Ibf=4.45 N. 1.Refer to Figure 7(this page)for definitions of hanger nomenclature(W,H,B). 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.Where HUS series hangers support solid-sawn joists having a maximum depth of 11 inches,they 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 the vertical position of the joist is 0.125 inch(3.2 mm). 5.Joist nails must be driven at a 45 degree angle through the joist into the header/beam to achieve the tabulated loads. 6.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govern. 4- 2'2' A, b . . Az c H D ° h D � • a FIGURE 7-HHUS SERIS HANGER(see Table 7) FIGURE 8-SUR/L SERIES HANGER(see Table 8) TABLE 8-ALLOWABLE LOADS FOR THE SUR/SUL SERIES JOIST HANGERS DIMENSIONS' FASTENERS2 ALLOWABLE LOADS3.4 (inches) (Quantity-Type) (lbs) •••• MODEL NO. Uplift • •12ownload•• Posses W H B Al A2 Header Joist CD=1.33 or • • •C• • =1.6 CD�T.0•• D=1.1.6 p•s 1.25 •••i• SUR/1_24 1 /16 3/16 2 1 /6 1Y4 4-16d 4-10dx11/2 450 534.. . 610 . 665 SUR/L26 1 /16 5 2 1 /6 1 /4 6-16d 6-10dx1 /2 720 804., 960 . .1,000 "'•; SUR/L26-2 3'/6 4 /1s 2/8 1 /2 2/8 8-16d 4-16dxl1/2 710 1,11 ,5.• • 1,225:• •41',330 •••• SUR/1_210 19/16 8/16 2 11/6 1'/4 10-16d 10-10dx1'/2 1,200 1,33p.. . 1,530. .01,660 .:..' SUR/1_214 18/16 10 2 1 /6 1'/4 12-16d 12-10dx1'/2 1,440 1,w•. 1,835•. ..1•,995 ..... SUR/L210-2 31/6 811/16 2/6 1 /2 2/6 14-16d 6-16dx2'/2 1,065 1,woo . 2,140 . 2,330 .• SUR/L414 3s/1s 121/2 25/6 1 2/6 18-16d 8-16dx2'/2 1,420 2, 35 • ; 2,500. .2,500 ...;, For SI: 1 inch=25.4 mm, 1 Ibf=4.45 N. •••••• 1.Refer to Figure 8(this page)for definitions of hanger nomenclature(W,H,B).These hangers have a 45°skew• * •0 ;•; • 2.Refer to Section 3.2.3 of this report for nail sizes and required minimum physical properties. •• • 3.Tabulated allowable loads must be selected based on duration of load as permitted by the applicable building code. 4.Where SUR/L series hangers support solid-sawn joists,they 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 the vertical position of the joist is 0.125 inch(3.2 mm). 5.Allowable uplift loads have been increased for wind or earthquake loading with no further increase is allowed. The allowable uplift loads must be reduced when other load durations govem. NNuvue Industries, Inc. A Page 1 of 2 A-(- f('l�v►�. ' y� Manufacturers of Quality Structural ` C44W 8c High Velocity Products � 1 WOOD TO CONCRETE NVRT Flat and Twisted Rafter Ties LENGTH product Code Gauge 16d Fasteners Maximum Uplift Load (lbs) in TOTAL In each Flat Ties Twisted Ties 12 NVRT- 12 14 member* 16 NVRT- 16 14 8 4 725 724 18 NVRT- 18 14 10 5 861 860 20 NVRT- 20 14 12 6 998 996 22 NVRT- 22 14 14 7 1135 1132 24 NVRT- 24 14 30 NVRT- 30 14 A 36 NVRT- 36 14 48 NVRT-48 14 a..�� o ,1. STEVEN L. COHEN&RSSOCI - ° RTES, p.R, hAIF "ALrARCHITECTS& INTERICA DESIGN �oR� ,� -•� cY Cti'('RESS CREEK RD., STE 102 YYF7T Moho* holes d7°. {}� _ . IRUDERDALE, FL 33309 n6819 corp.--�° (� no. AA0003149 . . .... •••••• NVRT Twisted Rafter Ties to Concrete '.•' •. ... .' . . Tie Beam or Concrete Filled Masonry •••;•• of • •••••• No.of 16d nails No.of 1/4 diameter �m�m Uplift ;• • • LENGTH Product Gauge to Wood Framing Tapcons to Concrete •Coed (lbs;* ••.•. INCHES Code • • 12 NVRT- 12 14 5 7 •• ••856 **so• •••••• o 16 NVRT- 16 14 6 8 •••••991 • • • 18 NVRT- 18 14 1 7 9 • 1.125 • • •••••• 20 NVRT- 20 14 • • • •••••• 22 NVRT- 22 14 • • • 24 NVRT- 24 14 30 NVRT- 30 14 36 NVRT- 36 14 48 NVRT-48 14 http://nu-vueindustries.com/raftertie.php 5/15/2015 r N,uvue Industries, Inc. Page 2 of 2 Do ndt UPLIFT Use circled nd.s 1$d TdpcOt+S 'ed3e d farce firs)[aFcm o O 1 17' see ° Not. /3 ° a t" 1 U? 0 ?}' Mn. edge di mote r Re-foremen! required Tie Uaem tormtd with concrete 1Jred e101Md+y oc edno to t;e Ocrm Notes: 1) ITW tapcons shall be embedded a minimum of 1 1/4" into concrete tiebeam or tiebeam formed with concrete filled masonry. ITW tapcons shall have a min. edge distance of 2 1/2" and minimum spacing of 1 1/2"as shown. 2) See General Notes. 3) All tapcons must be in the same row spaced at 1 1/2" on centers. Do not use holes in the opposite row. Strap must be long enough to accommodate required tapcons. 4.)Tables are based on Miami Dade NOA#08-0326.11 and Florida Approval 599R4. �r , +1,u tiff ret Hlalearn, r I 1 idleli rune irl; ,;;,i Fe, ii";)r„r .3,38 u'(uraIiu-vueirulustl c�.Cuni � jhNWnU i NJan diii • • •••• •••••• •••••• •• • •••••• • •••• • ••••• •••••• • •• ••••• •• •• •••• •••••• • http://nu-vueindustries.com/raftertie.php 5/15/2015 Nuvue Industries, Inc. ' Page 1 of 1 Manufacturers of Quality Structural � x &High Velocity Products CODE ACCEPTANCE -Approvals Florida Building Miami-Dade County NOA# Code FL 599114 08-0325.02 NVHTA Holden Double Strap Exp.May 22,2013 Riveted Truss Anchor NVSTA Single Strap Deep Seat Riveted Truss Anchor NVHC37 5 Way Grip Clip AB Angle Clip IKE Stud Plate Ties NVTH326/28 Hip and Jack Hangers FL 599-R4 08-0326.11 NVTA Truss Anchor Strap Exp.August 21,2013 NVTAS Riveted Truss Anchor Strap NVRT Flat&Twisted Rafter Ties NVBH24 Butterfly Hanger NVUH26 Joist Hanger NVTH Heavy Duty Single Strap FL 2047113 08-0828.02 NVTP + NVTPH Top Plate Exp.3anuary 1,2014 NVSO 236 Heavy Duty Face Mount Joist Hanger NV3H 24-26-28 Joist Supports NVHC43 + 43/2 Hurricane Clips FL 2047-113 09.0721.05 NVSNP3 Skewed Nail Plate Exp.December 23,2014 NV358 Double Heavy Duty Straps with 2 Ply Seat NV458 Double Heavy Duty Straps with 3 Ply Seat 80008 NVTH Heavy Duty Single Strap • 0 888•• 800006 NVTHS Heavy Duty Single Straps with teat ; 0 ••• •• NVSTA-12H/48H Heavy Duty Single Sjrpp�pjth 1 Ply%2%t: 0.00:0 NVHTA-12H/48H Heavy Duty Double StrapOs with 1 Ply Seat NVHCL/R Hurricane Clips Right&Left ••• 80 • ;000•; 8888 • • • • flaiufadi .f • • 8888•• 8888 • 8888• �u-ih Nuilders Hardwares, Roolinq Mut,�rial Prnduct>• Heav; We'd -f Cerne ors•Steel Columngs• Fiuildinq Mates sal 8,ACCP sS;r,ec • • •••••s • •• 8888• •• •• 8888 8888•• Nu Vue Industiif?s, lnc. 10"i5 Fast 191h Stre - Hiaieali, rl .33013 8888•• • • • ielrimunr. fin,,)6tia ,i)i h..ix i;,.31 G'W i Aay • • • • 8888•• 8888•• • • • 8888•• http://nu-vueindustries.com/codeacceptance.php 5/15/2015 i � P M1s 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 ven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved an a einspection fee will be charged. 7 Signa e Signature OWNER or AGENT CONTRACT0 The f going instrument was acknowledged before me this The foregoing instrument was ackno dge before me this day of - 20��by a�2 day ofa�vticc std 20 /-4 by wh rsonally know 's personally known 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: ' AJ CROSS Sign; W MY COMMISSION M FF076374 Sign: a �N 59 SA R.G T Print: 2017 Print: N My Comm.Expires Nov 27,2018 Seal: Seal: Commission N FF 147132 Bonded Through National Notary Assn. 3 � t � APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) CERTIFICATE OF LIABILITY INSURANCE DATE{MM/pD/YYYY) PRODUCER RIVERS IN3i7 NCE AGENCY INC �� ONLY ANDTHIS 111!3: I�CONF�R ISSUED RIGHTS TSMU ON THENFOR A CION ERTIFICATE 2879 west 2nd Ave HOLDER. THIS CERTIFICATE DOES NOT AMEND, EXTEND OR Iizaleah r FL 33010 ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. 305 883627 INSURED TONY,SINSURERS AFFORDING COVERAGE ALUMINiJM CORP INSURER A: NATJ'PILTJS INgURANCt C NAIC# OMPANY 6231 SW 7TH CT INSURER 9; PLANTATION, FL 33317 INSURER C: 6 $ Q INSURER D: COVERAGES INSURER E; THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE:POLICY PERIOD INDICATED.NO ANY REQUIREMENT,TERM OR CONDITION OF ANY CONTRACT OR OT MAY PERTAIN,THE INSURANCE AFFORDED OF THE POLICIES DESCRIBED R DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY 13E= ISSUED OR POLICIES.AGGREGATE LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS IS SUBJECT TO ALL THE TERMS,EXCLUSIONS AND INs DDIL CONDITIONS OF SUCH LTR NSRD PC NSO CEEF PO POLICY NUMBER MMI TIME DATE Ip T ' GENERAL LIABILITY . LIMITS COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE $ 1 000 00 CWMSMADE a OCCUR PREMISES Es occmnce S 0 000 p' S 0 B /PD DED REMEDEXP(AnyonePEmon) g EXCL ED NEWAL OF POL# 11/25/14 11 PER CLAIMANT NN404478 /25/15 PER30NAl&ADVINJURY $ ] 000 000 GEN'L AGGREGATE LIMIT APPLIES PER; GENERAL AGGREGATE s 2 000 POLICY JR T LOC PRODUCTS-COMP/OPAGG 1 000 000 $ 000 AUTOMOBILE LIA911JTY ANYAUTD COMBINED SINGLE LIMIT ALL OWNED AUTOS (Es accident) $ SCHEDULED AUTOS SODILYINJURY HIRED AUTOS (perpmrapn) S 1 'NON-OWNEDAUTOS BODILY INJURY (Peracclaent) $ PROPERTY DAMAGE GARAGE LIABILITY (Peracpj(Z,) $ ANYAUTO AUTO ONLY-FAACCIDENT S OTHERTHAN EAACC b EX ESS/UMBRELLA LIABILITY AUTOONLY: AGG $ OCCUR CLAIMS MADE EACH OCCURRENCE g AGGREGATE $ DEDUCTIBLE S RETENTION $ $ WO RKERS C OMPENSATIO N AND EMPLOYERS'LIABILITY $ AM'PROPRIETORIPARTNER/�'EcuTfVe ORY A ITS ER- A OFFlCERN"BER rXCLUDED? E.(„EACH ACCIDENT g StyE Ceeatho,unaer < PE�IALPROVISIONSbaw,• E.L.DISEASE•EA EMPLOYE S OTHER E.L.DISEASE-POLICY LIMIT $ DESCRIPTION OF OPERATIONS/LOCATIONS/VEHICLES/EXCLUSIONS ADDED BY ENDORSE=MENT I SPECIAL PROVISIONS CGC CONTRACTED LICENSE #1512149 GERTwiCAIL HOLDER CANCELLATION VILLAGE OF MIAMI SHORES SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION 10050 NE 2 AVE DATE THEREOF,THE 168UING INSURER WILL ENDEAVOR TO MAIL 10 DAYS WRITTEN MIAMI SHORES, FL 33138 NOTICE TO THE CERTIFICATE HOLDER NAMED TO THE LEFT,BUT FAILURE TO O SO SHALL IMPOSE No OBLIGATION OR LIABILITY OF ANY KIND UPON THE INSURER, ITS AGENTS OR REPRESENT TIVES. AUTHORIZ REPRE ENTA IVE / ACORD26(2001J08) OACORD CORPORATION 1986 ,SNORES Miami Shores Village Building Department l.,. 10050 N.E.2nd Avenue Miami Shores, Florida 33138 Tel: (305) 795.2204 r ,: A�OR1Dp Fax: (305) 756.8972 2 -> Permit No: Pe icj Page 1 of 1 Structural Critique Sheet i STOPPED REVIEW Plan review is not complete,when all items above are corrected,we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re-submittal drawings. Mehdi Asraf STEVEN L COHEN AND AssocIATES ARCH • - n ` Fri) Miami Shores Village Building Department 10050 NE 2nd Avenue Miami Shores, Florida 33138 Attn.: Building Department February 16, 2015 Application No. RC-8-14-1878 Stellar Homes 140 NW 102nd Street Miami Shores, FL 33150 Structural: 1. Comment: What is the span of the ceiling joist Response: Ceiling joist max span is 11'-0"" noted on floor plan Sheet A2.1. 2. Comment: What is existing roof structure. Response: existing roof structure is hand framed roof rafters. Note added to 1/A2.2 &4/A2.1. 3. Comment: what is the size and spacing of ceiling joists. Response: ceiling joists size 2"x6" at 24" on centers. Note added to 1/A2.2 &4/A2.1. 4. Comment: What is embedment depth of the ledger bolts. Response: See ledger bolt embedment is 4' min. Note added to 1/A2.2 & 4/A2.1. Z 2941 West Cypress Creek Road, Suite 102 Fort Lauderdale, FL 33309 Tel. 954.971 . 1010 • Fax. 954.971 .9952 www.slcarchitects.com Registration AR006819 • Corporation AA26001642 < U' i ii eysetQb 2"x6" P.T. LEDGER BOLTED TO 1111 �H! EXT'G CONC. TIE BEAM W/ Y2 `�6 EXPANSION BOLT @ 3'-0" O.C. 4" MIN. EMBEDMENT __ EXT'G SPANISH ROOF TILE � x°11,11 LEDGER BOLT 1111,",: Q EXT'G T & G PLYo � - am m CEILING JOIST FASTENED TO / z • m oa W o � t P.T. LEDGER W LUS = W o 26 18GA GS W / \ EXT'G P.T. ROOF RAFTER H oo --- SIMPSOM FACE MOUNT HANGERS \ HAND FRAME ROOF 13 a- 4"' o W ' Vr Wa: & 16d FASTENERS PER SIMPSON J p F I.WJ SPECS. 2"x6" JOIST @ 24" O.C. \ EXT'G SIMPSON STRONG TIE Z M � IB�n! w << qWa > >, \--ALL W�Y 2 x6 P.T. NOGGIN @ MID—SPAN PENETRATION W 0 a3� 4 }J o OF P.T. CEILING JOIST a EXT G P.T. TOP PLATE THROUGH FIRE WALL/ Z Ul Q / CEILING SHALL BE Son 1 "x3" PT FIRRING @16" O.C. IL i / EXT'G CONC. TIE BEAM CAULKED WITH 3M � � N N 2000N S ALL NEW TYPE X GYPSUM / � ROUND BOARD DRYWALL CEILING i (TYP). LUS26 18GA GS SIMPSON %/ STUCCO ON EXT'G 8" FACE MOUNT HANGERS FASTENED i \ EXTERIOR MASONARY WALL NOTE: W O M TO P.T. LEDGER Bc P.T. CEILING ALL GAPS JOINTS SHALL NOT EXCEED o JOIST W/ 16d FASTENERS / % 4" AND VOID PROTECTED W/ 3M C.Q ALL GAPS AND JOINTS SHALL NOT 2000N�S (TYP). � � zo v� N EXCEED 4" AND VOID PROTECTED Z W/ 3M 2000N/S (TYP). - Garage Garage Celin Detail 1 Penetration Detail . 16.1 1 3 ,.I3.ICrCOIN$PECTONNE NN Scale: N.T.S. A2.2 Scale: N.T.S. A2.2 1 (SITE 'm': ftdpat SLC �er. rm OIVNYp Nmle: 3 DETAILS M."NG A5. 1 Tod .DOW.! 01.13.2015 PPQ3'-O�6Miami Shores Village t: `A T, _j Building Department 10050 N.E.2nd Avenue,Miami Shores,Florida 33138 Tel: (305)795.2204 Fax: (305)756.8972 ----- --_ 1 INSPECTION'S PHONE NUMBER: (305)762.4949 FB C 20(v BUILDING Permit No.'�n PERMIT APPLICATION Master Permit No. Permit Type: BUILDING n0 �0 �w JOB ADDRESS: I�0 , I U 2 S 1 City: Miami Shores County: Miami Dade Zip: 3 3 1 TO Folio/Parcel#: (1—.3 i 0 — Q 22 — y I 0-C.) Is the Building Historically Designated: Yes NO X Flood Zone: X C3- OWNER:Name(Fee Simple Titleholder): �. ilk��( S :rC C Phone#:�1 �( �,`�I " �� 0 Address: )1]Q-0 L�. Cv Jrt_CS C I-Irt.k- RQ( - S v i e ' 6- 119 City: 'FQ t" Ut_(, t r ci.a U State: FL Zip: _3330 Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: 10-P Y $ A l utA I L;.tit, C4 XP Phone#: `106 U G 79 CR Address: �,7_ 1 5 LU a C1 City: State: - Zip: �33 1 Qualifier Name: _n iZ i !t��y /�'tf �. /� M/4 R)li✓ Phone#: u �. 3 Z S•7 q R State Certification or Registration#: (--G G 19121 L-t 9 Certificate of Competency#: Contact Phone#: 15 Ll-Lt LA S-5 4 16 Email Address: DESIGNER: Architect/Engineer: Phone#: Value of Work for this Permit:$ ,U o Q Square/Linear Footage of Work: V 6 Type of Work: ❑Addition , ❑Alteration ❑New )&cpair/Replace ❑Demolition Description of Work: ( � , �1 /r3EN1 / I.yGt I' Color thru tile: �*�r*�y Submittal Fee$ _n Permit Fee$ ` W0/• CD CCF$ • (]� CO/CC$ Scanning Fee$ L ( Radon Fee$ k? w • DBPR$ � Bond$ Notary$ Training/Education Fee$ P Technology Fee$ Double Fee$ (19 Structural Review$ 120 Q - Ob .-C-D TOTAL FEE NOW DUE$ 1 j (0:Sa • 4 1� 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 ELECTRICAL WORK,PLUMBING, SIGNS, WELLS,POOLS,FURNACES,BOILERS,HEATERS,TANKS and AIR CONDITIONERS,ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a ertified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs se v ) days after the building permit is issued. In the absence of such posted notice, the inspection will not be appro an einspection fee will be charged. riSignature Signature � Owner Ir Agent Contrctor The foregoing instrument was acknowledged before me this The foregoing instrument was ackn�w ed ed before e t 's ofy 20( ,by S` tJ �' 'C CL t, day o 20 �,by 1 2 � day i Q it � who is pe,tonally kni—own to me or who has produced who is personally ow me or who has produced As identification and who did take an oath. t who did take an oath. NOTARY PUBLIC: ilf,klliA '�""`"'�' NOTARY P %^ Notary public State of Florida TAM VRA7M �� l� Rosa R Grant W COMMISSION#EE188865 �''o►�aP Ep�es iii2 iz E4°zszoo SigtEXPWRES/>ri 12,2016 t Sign: Pring ° c d ll 4 21 Print: CJS w G V C1, My Commission Expires: Lt��Z/�4; My Commission Expires: 16 APPROVED BY L ytv( Plans Examiner Zoning /tv Structural Review Clerk (Revised 3/12/2012)(Revised 07/10/07)(Revised 06/10/2009)(Revised 3/15/09) OSt� R�s mass nu.� Miami shores Village . e ` Building Department ORiDp 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. In these circumstances,Miami Shores Village does not require verification of workers'compensation insurance coverage from the contractor's company. Therefore,You may be personally liable for the worker compensation injuries of any person allowed to work under this permit Please check with your insurance carrier since most property insurance policies DO NOT cover this type of liability. BY SIGNING BELOW YOU ACKNOWLEDGE THAT YOU HAVE READ THIS NOTICE AND UNDERSTAND ITS CONTENTS. Owner C tractor Print Name: Print Name: Signature: Notary Public state of Florida Signa My Commission EE020200 ��$ ��nt d Frond! fIf! s 1 EXPlrss 11/27/2014 ti4y 90 mis:ion 111026 State of Florida State of Florid i3 f �el��11/27/20 County of Miami-Dade) County of Miami-Dade) Sworn to and sub cribed before me this P- Sworn to and subscribed before me this day of J ,20�. day of 2p BYBY (SEAL) (SEAL) Type of Identification produced Type of Identification produced STATE OF FLORIDA - DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION CONSTRUCTION INDUSTRY LICENSING BOARD (850) 487-1395 1940 NORTH MONROE STREET TALLAHASSEE . FL 32399-0783 RODRIGUEZ,AILEEN MARIE TONY'S ALUMINUM CORP 6231 SW 7TH CT FORT LAUDERDALE FL 33317-3979 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 = a STATE OF FLORIDA from architects to yacht brokers,from boxers to barbeque restaurants, DEPARTMENT OF BUSINESS AND and they keep Florida's economy strong. PROFESSIONAL REGULATION Every day we work to improve the way we do business in order to CGC1512149 ISSUED: 05/18/2014 serve you better. For information about our services,please log onto www.myfloridalicense.com. There you can find more information CERTIFIED GENERAL CONTRACTOR about our divisions and the regulations that impact you,subscribe RODRIGUEZ,AILEEN MARIE to department newsletters and learn more about the Department's TONY'S ALUMINUM CORP 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, IS CERTIFIED under the provisions of Ch.489 FS. and congratulations on your new license! Expiration date:AUG 31,2016 L1405180001284 DETACH HERE RICK SCOTT, GOVERNOR KEN LAWSON,SECRETARY STATE OF FLORIDA DEPARTMENT OF BUSINESS AND PROFESSIONAL REGULATION sir CONSTRUCTION INDUSTRY LICENSING BOARD` "'_ CGC1512149k The GENERAL CONTRACTOR K Named below IS CERTIFIED Under the provisions of Chapter 489 FS. Expiration date: AUG 31, 2016 RODRIGUEZ,AILEEN MARIE TONY'S ALUMINUM CORP 6231 SW 7TH CT FORT LAUDERDALE FL 33317-3979 icsl iFn nr%11anmd (IIGPI AV AR PF-oi IIRm RY I AW SFO# L1405180001284 BROWARD COUNTY LOCAL BUSINESS TAX RECEIPT 115 S. Andrews Ave., Rm. A-100, Ft. Lauderdale, FL 33301-1895—954-831-4000 VALID OCTOBER 1,2014 THROUGH SEPTEMBER 30,2015 DBA: Receipt#:180-7363 Business Name: ALUMINUM CORP GENERAL CONTRACTOR (GENERAL Business Type:CONTRACTOR) Owner Name:AILEEN MARIE RODRIGUEZ Business Opened:1-2/07/2006 Business Location: 6231 SW 7 CT State/County/Cert/Reg:CGC1512149 PLANTATION Exemption Code: Business Phone: Rooms Seats Employees Machines Professionals 4 For Vending Business Only Number of Machines: Vending Type: Tax Amount Transfer Fee NSF Fee Penalty Prior Years Collection Cost Total Paid 27.00 0.00 0.00 2.70 0.00 0.00 29.70 THIS RECEIPT MUST BE POSTED CONSPICUOUSLY IN YOUR PLACE OF BUSINESS THIS BECOMES A TAX RECEIPT This tax is levied for the privilege of doing business within Broward County and is non-regulatory in nature. You must meet all County and/or Municipality planning WHEN VALIDATED and zoning requirements. This Business Tax Receipt must be transferred when the business is sold, business name has changed or you have moved the business location.This receipt does not indicate that the business is legal or that it is in compliance with State or local laws and regulations. Mailing Address: TONYS ALUMINUM CORP Receipt #03A-14-00000351 6231 SW 7 CT PLANTATION, FL 33317 Paid 10/20/2014 29.70 2014 - 2015 3 I goR SFs L Miamishores Village - Building Department soon ,....M 10050 N.E.2nd Avenue Miami Shores, Florida 33138 y` o�+ Tel: (305) 795.2204 Ripp► Fax: (305) 756.8972 g�31 Page 1 of 1 Permit No: $ Structural Critique Sheet e,�Cnti<1/ �,.n�C .�p � o�..�..•,�.�-¢�S �,,.,�o..�t,�,.,'c� yam, � 'r✓j �. N C'- 1�.r� ,� Y-04 ,i -c)-- oQ`✓v L Go w7(V l LA ct 3 CIL* a.� w �3 C... NO7f Ae, C.. Pig ra pv col) 12Z2r C. � STOPPED REVIEW Plan review is not complete,when all items above are corrected,we will do a complete plan review. If any sheets are voided, remove them from the plans and replace with new revised sheets and include one set of voided sheets in the re-submittal drawings. Mehdi Asraf