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RC-14-2380 Inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)756-8972 Inspection Number: INSP-229324 Permit Number: RC-10-14-2380 Scheduled Inspection Date: July 24, 2015 Permit Type: Residential Construction Inspector: Rodriguez,Jorge Inspection Type: Final Owner: LAYUG,VICTOR& MARILOU Work Classification: Repair Job Address: 136 NE 110 Street Miami Shores, FL 33161-7046 Phone Number Parcel Number 1121360040430 Project: <NONE> Contractor: HOME OWNER Building Department Comments REPLACE WOOD UNDER THE ROOF FACIA Infractio Passed Comments INSPECTOR COMMENTS False Inspector Comments Passed CREATED AS REINSPECTION FOR INSP-229085. CREATED AS REINSPECTION FOR INSP-222527. 02/26/2015 CANCELLED BY MERCEDES Failed ❑ Scope of work beyond approved permit Need roofing permit All beams were spliced Correction ❑ Needed Re-Inspection ❑ Fee No Additional Inspections can be scheduled until re-inspection fee is paid. July 23,2015 For Inspections please call: (305)762-4949 Page 7 of 39 Invoice Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Fax: (305)756-8972 For Inspections please call: (305)762-4949 Return to: Miami Shores Village Permit Number: RC-10-14-2380 10050 N.E. 2nd Avenue Invoice Date: April 13, 2015 Miami Shores, FL 33138-0000 Invoice Number: RC-4-15-55164 Bond Number: Bill To Comments: VICTOR & MARILOU LAYUG 136 NE 110 Street MIAMI SHORES, FL 33161-7046 426 NE 110 8490t MIAMI SHORES, FL 33161-7046 Permit Type: Residential Construction / Work Classification: Repair Date Fee Name Fee Type Fee A ount_ 07/07/2015 Plan Review Fee (Engineer) Calculated $40.00 07/08/2015 Scanning Fee Calculated $9.00 05/22/2015 Plan Review Fee (Engineer) Calculated $120.00 06/23/2015 Plan Review Fee (Engineer) Calculated $40.00 04/13/2015 Plan Review Fee (Engineer) Calculated $80.00 07/08/2015 Revision Fee Calculated $35.00 Total Fees Due: $324.00 Payments y s Date Pay Type Check Number Amount Paid Change 07/08/2015 Check 5818 $324.00 $0.00 Total Paid: $324.00 16. (�12- � �u Total Due: -7/.� /J--- p Wednesday, July 8, 2015 LAYUG'S RESIDENCE 136 N.E. 110 Street Miami Shores, FL 33161 Minor Roof Repair; Replacement of Damaged Roof Tiles & Roof Joist at the 5.9' x 5.0' Front Porch Area . . .... ...... Prepared by: •'• '••••• • • .... ...... PEICONS, INC. "" ••;••• .0:90 �rofessiorcaC�Engineenrtg,Inspections,anQ'Construction Servu�s .. •• •• • ••*0•• 11351 N.W. 7 Street :00:0: . — = Plantation, FL 33325 0 0 0 000000• ... Tel. (954) 474-1681 * Fax (954) 474-166 *•.• :•"" • .. :0*90: E: peicons@bellsouth.net . 00 0 • . . 00 General Notes: 1. All work has been designed and shall be installed in accordance with the minimum requirements of the recent Florida Building Code (FBC) and ASCE7-10.All local codes superseding the respective code shall be considered by the Contractor in design and may require additional engineering analysis. 2. The existing host structure must be capable of supporting the loaded canopy system as verified by the permit holder. No warranty,either expressed or implied,is contained herein. 3. System components shall be as noted herein. All references to extrusions and installation shall conform to manufacturer's specifications as summarized herein. 4. Engineer seal affixed hereto validates structural design as shown only. Use of this specification by Contractor, et al, indemnifies and saves harmless this Engineer for all costs and damages including legal fees and appellate fees resulting from material fabrication,system erection,and construction practices beyond which is called for by local, state, and Federal codes and from deviation from this design. 5. If any errors or omissions appear in the drawings, calculations, and/or other documents, the Contractor shall notify the Engineer in writing prior to proceeding with any questionable work. r s/6 /J- Ian O. Villasenor, P.E. P.E. # 45417 (Engineer's Seal valid for this cover&attached pages 2 tob) 5/6/2015 Detailed Wind Load Design per ASCE 7-10 Description: Layug's Residence; 136 NE 110 St., Miami Shores, FL 33161 Analysis by: IOV User Input Data Calculated Parameters Structure Type Building Importance Factor 1 1 Basic Wind Speed M 175 mph Hurricane Prone Region(V>100 mph) Struc Category(I, Il, 111, or IV) II Values Exposure(B, C, or D) C Alpha= 9.500 Struc Nat Frequenc (n1) 1 Hz zg 1 900.000 Slope of Roof 3.0 :12 Slope of Roof(Theta) 14.0 De Type of Roof Hipped Kd (Directonality Factor) _ 0.85 •• Eave Height(Eht) 10.00 ft Ridge Height(RHt) 15.00 ft •• Mean Roof Height(Ht) 12.50 ft _ �• Width Perp. To Wind Dir(B) 52.75 ft At= 0.1j�,,5 :0000: Width Paral. To Wind Dir L 70.35 ft Bt Bm = 0. • 0000. Calculated Parameters Cc= O020C? •• •• 000000 Type of Structure I = 5DU'QO •• Height/Least Horizontal Dim 0.24 Epsilon =_ .200 •••• • Flexible Structure No Zmin= -15.06 A :0000: Gust Factor Category I: Rigid Structures-Simplified Method Gust1 For rigid structures(Nat Freq> 1 Hz)use 0.85 1 0.85 Gust Factor Category IL Rigid Structures-Complete Analysis Zm Zmin 15.00 ft lzm _ Cc*(33/z)^0.167 0.2281 Lzm 1*(zm/33)^Epsilon 427.06 ft Q (1/(1+0.63*((Min(B,L)+Ht)/Lzm)^0.63))^0.5 _ 0.9156 1. Gust2 0.925* (1+1.7*Izm*3.4*Q)/ 1+1.7*3.4*Izm 0.8806 Gust Factor Summary G Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 1 0.85 Internal Pressure Coefficients for Buildings, Gcpi Condition Gc i Max+ Max- Open Buildings 0.00 0.00 Partially Enclosed Buildings 0.55 -0.55 Enclosed Buildings 0.18 -0.18 Enclosed Buildin s 0.18 www.mecaenterprises.com 1 5/6/2015 Detailed Wind Load Design per ASCE 7-10 Design Wind Pressure - Buildings of All Heights Elev Kz Kzt qz Pressure Ib/ft^2 Windward Wall* 0 Ib/ft^2 +GCpi -GCpi 15 0.85 1.00 56.57 28.28 48.65 External Pressure Coefficients, Cp Loads on Main Wind-Force Resisting Sys thod 2) The"a B h .... • • • .... ...... .. . ...... .... ...... •••• • ••••• •••••• •• • • • •• •• •• • •••••• Variable Formula Value Units •• • • • • • Kh 2.01*(15/zg)^(2/Alpha) 0.85 • Kht Topographic factor(Fig 6-4) 1.00 Qh .00256*(V)^2*1*Kh*Kht*Kd 56.57 psf Khcc Comp&Clad: Table 6-3 Case_ 1 0.85 Qhcc 00256*V^2*I*Khcc*Kht*Kd 56.57 sf Wall Pressure Coefficients, Cp Surface C Windward Wall 0.8 Roof Pressure Coefficients, Cp Roof Areas . ft.) - Reduction Factor 1.00 Calculations for Wind Normal to 52.75 ft Face Cp Pressure(psf) Additional Runs may be req'd for other wind directions +GCpi -GCpi Leeward Walls (Wind Dir Normal to 52.75 ft wall) -0.43 -31.02 -10.65 Leeward Walls (Wind Dir Normal to 70.35 ft wall) -0.50 -34.22 -13.86 Side Walls -0.70 -43.84 -23.48 Roof-Wind Normal to Ride heta>=10 -for Wind Normal to 52.75 ft face Windward- Min Cp -0.54 -36.08 -15.71 Windward- Max Cp -0.03 -11.85 8.51 Leeward Normal to Ridge -0.46 -32.37 -12.01 Overhang Top (Windward) -0.54 -25.90 -25.90 Overhang Top (Leeward) -0.46 -22.19 -22.19 Overhang Bottom (Applicable on Windward only) 0.80 38.47 38.47 www.mecaenterprises.com 316, 5/6/2015 Detailed Wind Load Design per ASCE 7-10 Roof-Wind Parallel to Ride All Theta -for Wind Normal to 70.35 ft face Dist from Windward Edge: 0 ft to 25 ft-Max Cp -0.18 -18.84 1.53 Dist from Windward Edge: 0 ft to 6.25 ft-Min Cp -0.90 -53.46 -33.09 Dist from Windward Edge: 6.25 ft to 12.5 ft-Min Cp -0.90 -53.46 -33.09 Dist from.Windward Edge: 12.5 ft to 25 ft-Min Cp -0.50 -34.22 -13.86 Dist from Windward Edge: >25 ft -0.30 -24.61 -4.24 * Horizontal distance from windward edge External Pressure Coefficients, GCpf Loads on Main Wind-Force Resisting Systems w/Ht<=60 ft Kh = 2.01*(15/zg)^(2/Alpha) = 0.85 Kht= Topographic factor(Fig 6-2) = 1.00 • Qh = 0.00256*(V)^2*lmpFac*Kh*Kht*Kd = 56.57 '0 0 0 0' •• • Theta= Angle of Roof = 14.0 Deg •• • .• •00.00 .. . 000000 . 0000.. • � • 4 0000 • .•000• 8 8 •0 •00.0• . J • •.... 000• • •• • 00000• 4 � • •• • 000000 a 0000.. 0000.. O8 1 B 00' • • 000 :0000: • • 0 p , ® •• • aye � %Rs Coar camr Transverse Direction Longitudinal Direction Torsional Load Cases Wind Pressures on Main Wind Force Resisting System Surface GCpf +GCpf -GCpi qh Min P Max P s s s 1 0.48 0.18 -0.18 56.57 16.88 37.24 2 -0.69 0.18 -0.18 56.57 -49.22 -28.85 3 -0.44 0.18 -0.18 _ 56.57 -34.86 -14.50 4 -0.37 0.18 -0.18 56.57 -31.36 -10.99 5 -0.45 0.18 -0.18 56.57 -35.64 -15.27 6 -0.45 0.18 -0.18 56.57 -35.64 -15.27 1E 0.72 0.18 -0.18 56.57 30.80 51.16 2E -1.07 0.18 -0.18 56.57 -70.71 -50.35 3E -0.63 0.18 -0.18 56.57 -45.62 -25.25 4E -0.56 0.18 -0.18 56.57 -41.66 -21.30 * p=qh*(GCpf-GCpi) External Pressure Coefficients, GCP www.mecaenterprises.com `/llo Qhcc = 56.57 psf Wind Uplift = (.075) (0.85) ( 56.57) = 36.06 psf Per 4' x 6"roof joist = 36.06 (1.167 x 2.958) = 124.5 #, say 125# GRAVITATIONAL LOAD: LOADS & LOAD COMBINATIONS: 9.60 0000 •090.•0 . 090 Worst case scenario (c&c); P50 trs wind recurrence is used in this comq�patlon •�•• '. 0000.. 0000.. Case 6: DL + 0.75 (LL +WL) = 74.54 psf 0.00 • :'0.00 • • 999099 • 0000 0 0000. WOOD DESIGN, . . 0.00• 0000 .. . 0000.. 0000.. M max = gLL2 with roof joist @ 1.2' on center, with unsupported L=04'-7" • • 0a00% • *• 0000.• 8 • 999900 • • 00 0 9 009 0 0 M = 2,839 in -Ib fb = 1,200 psi E = 1,400,000 f„ = 90 psi MR = fb Sreqd. S read. = 2.37 in.3 SECTION OF MODULUS FOR 4" X 6", Sxx = 17.65 in.3, therefore OK SHEAR LOAD @ SPLICE; TRIBUTARY AREA = 1.2' X 4.6' = 5.52 SQ. FT. SHEAR @ WORSE CASE SCENARIO = 412 Ibs. (10)- #9 X 1-1/2" STRONG DRIVE SCREWS = 171 Ibs x 10 = 1,710 lbs., therefore OK NOTE: This does not even include the support of roof and ceiling plywood sheathing that holds everything together. Table 113 Section Properties of Standard Dressed (S4S) Sawn Lumber X-X AXIS Y-Y AXIS Standard Area Moment Moment Nominal Dressed of Section of Section of Approximate weight in pounds per linear foot(Ib/ft) Size Size(S4S) Section Modulus Inertia Modulus Inertia of piece when density of wood equals: b x d bxd A S,z Ixx Syy lyy inches x inches inz in3 in4 in3 in4 25 Ib/ft3 30 Ib/ft3 35 Ib/ft3 40 lb/11345 Ib/ft3 50 Ib/h3 1 x 3 3/4 x 2.1/2 1.875 0.781 0.977 0.234 0.088 0.326 0.391 0.456 0.521 0.586 0.651 1 x 4 3/4 x 3.1/2 2.625 1.531 2.680 0.328 0.123 0.456 0.547 0.638 0.729 0.820 0.911 1 x 6 3/4 x 5-1/2 4.125 3.781 10.40 0.516 0.193 0.716 0.859 1.003 1.146 1.289 1.432 1 x 8 3/4 x 7-1/4 5.438 6.570 23.82 0.680 0.255 0.944 1.133 1.322 1.510 1.699 1.888 1 x 10 3/4 x 9-1/4 6.938 10.70 49.47 0.867 0.325 1.204 1.445 1.686 1.927 2.168 2.409 1 x 12 3/4 x 11.1/4 8.438 15.82 88.99 1.055 0.396 1.465 1.758 2.051 2.344 2.637 2.930 2 x 3 1-1/2 x 2-1/2 3.750 1.563 1.953 0.938 0.703 0.651 0.781 0.911 1.042 1.172 1.302 2 x 4 1-1/2 x 3.1/2 5.250 3.063 5.359 1.313 0.984 0.911 1.094 1.276 1.458 1.641 1.823 2 x 5 1-1/2 x 4.1/2 6.750 5.063 11.39 1.688 1.266 1.172 1.406 1.641 1.875 2.109 2.344 2 x 6 1-1/2 x 5.1/2 8.250 7.563 20.80 2.063 1.547 1.432 1.719 2.005 2.292 2.578 2.865 2 x 8 1-1/2 x 7.1/4 10.88 13.14 47.63 2.719 2.039 1.888 2.266 2.643 3.021 3.398 3.776 2 x 10 1-1/2 x 9-1/4 13.88 21.39 98.93 3.469 2.602 2.409 2.891 3.372 3.854 4.336 4.818 2 x 12 1-1/2 x 11-1/4 16.88 31.64 178.0 4.219 3.164 2.930 3.516 4.102 4.688 5.273 5.859 2 x 14 1.1/2 x 13-1/4 19.88 43.89 290.8 4.969 3.727 3.451 4.141 4.831 5.521 6.211 6.901 3x 4 2-1/2 x 3.1/2 8.750 5.104 8.932 3.646 4.557 1.519 1.823 2.127 2.431 2.734 3.038 3 x 5 2-1/2 x 4-1/2 11.25 8.438 18.98 4.688 5.859 1.953 2.344 2.734 3.125 3.516 3.906 3 x 6 2-1/2 x 5.1/2 13.75 12.60 34.66 5.729 7.161 2.387 2.865 3.342 3.819 4.297 4.774 3 x 8 2-1/2 x 7-1/4 18.13 21.90 79.39 7.552 9.440 3.147 3.776 4.405 5.035 5.664 6.293 3 x 10 2.1/2 x 9-1/4 23.13 35.65 164.9 9.635 12.04 4.015 4.818 5.621 6.424 7.227 8.030 3 x 12 2-1/2 x 11-1/4 28.13 52.73 296.6 11.72 14.65 4.883 5.859 6.836 7.813 8.789 9.766 3 x 14 2-1/2 x 13-1/4 33.13 73.15 484.6 13.80 17.25 5.751 6.901 8.051 9.201 10.35 11.50 3 x 16 2-1/2 x 15-1/4 38.13 96.90 738.9 15.89 19.86 6.619 7.943 9.266 10.59 11.91 13.24 4 x 4 3-1/2 x 3-1/2 12.25 7.146 12.51 7.146 12.51 2.127 2.552 2.977 3.403 3.828 4.253 y 4 x 5 3-1/2 x 4-1/2 15.75 11.81 26.58 9.188 16.08 2.734 3.281 3.828 4.375 4.922 5.469 4 x 6 3-1/2 x 5-1/2 19.25 17.65 48.53 11.23 19.65 3.342 4.010 4.679 5.347 6.016 6.684 4 x 8 3-1/2 x 7-1/4 25.38 30.66 111.1 14.80 25.90 4.405 5.286 6.168 7.049 7.930 8.811 4 x 10 3-1/2 x 9-1/4 32.38 49.91 230.8 18.89 33.05 5.621 6.745 7.869 8.993 10.12 11.24 4 x 12 3-1/2 x 11-1/4 39.38 73.83 415.3 22.97 40.20 6.836 8.203 9.570 10.94 •r?W 13.67 4 x 14 3-1/2 x 13-1/4 46.38 102.4 678.5 27.05 47.34 8.051 9.661 110.27 • •12.88 •14'49 186010' 4 x 16 3-1/2 x 15-1/4 53.38 135.7 1034 31.14 54.49 9.26611.12 1�.a7• •14.83 "96 18.53• 5x 5 4-1/2x 4.1/2 20.25 15.19 34.17 15.19 34.17 3.516 4.219 4.622• •5.625 D 06.328 7!"0 6 x 6 5-1/2 x 5-1/2 30.25 27.73 76.26 27.73 76.26 5.252 6.302 7.SS2' '8.403 1.453 1b•Sp•• 6 x 8 5-1/2 x 7-1/2 41.25 51.56 193.4 37.81 104.0 7.161 8.594 10.030• 1 11.46 0 12089 A.32 0 6 x 10 5-1/2 x 9-1/2 52.25 82.73 393.0 47.90 131.7 9.071 10.89 11.."• *14.51 't" 43 W914 6 x 12 5-1/2 x 11-1/2 63.25 121.2 697.1 57.98 159.4 10.98 13.18 15.37 17.57 19.77 21. 0 6 x 14 5-1/2 x 13.1/2 74.25 167.1 1128 68.06 187.2 12.89 15.47 11.04" :20.63 • OV.4 2% •• 6 x 16 5-1/2 x 15-1/2 85.25 220.2 1707 78.15 214.9 14.80 17.76 2942 •m 23.68 0 026!64 296e•9 0 6 x 18 5-1/2 x 17-1/2 96.25 280.7 2456 88.23 242.6 16.71 20.05 2,139•• ,26.74 30.08 33.42•• 6 x 20 5-1/2 x 19-1/2 107.3 348.6 3396 98.31 270.4 18.62 22.34 29.07 9 •29.79 33.52 37.24 • 6 x 22 5-1/2 x 21-1/2 118.3 423.7 4555 108.4 298.1 20.53 24.64 28.74 032.65 •3u 41011••• 6 x 24 5-1/2 x 23.1/2 129.3 506.2 5948 118.5 325.8 22.44 26.93 310.41 D 35.90 0 40.39 4a.8 • 8 x 8 7-1/2 x 7-1/2 56.25 70.31 263.7 70.31 263.7 9.766 11.72 13.07• 015.63 •' VE: 119.53 ' 8 x 10 7-1/2 x 9-1/2 71.25 112.8 535.9 89.06 334.0 12.37 14.84 17.32 19.79 ••22.21F 24.74 8 x 12 7-1/2 x 11-1/2 86.25 165.3 950.5 107.8 404.3 14.97 17.97 20.96 23.96 26.95 29.95 8 x 14 7.1/2 x 13-1/2 101.3 227.8 1538 126.6 474.6 17.58 21.09 24.61 28.13 31.64 35.16 8 x 16 7-1/2 x 15-1/2 116.3 300.3 2327 145.3 544.9 20.18 24.22 28.26 32.29 36.33 40.36 8 x 18 7.1/2 x 17-1/2 131.3 382.8 3350 164.1 615.2 22.79 27.34 31.90 36.46 41.02 45.57 8 x 20 7-1/2 x 19-1/2 146.3 475.3 4634 182.8 685.5 25.39 30.47 35.55 40.63 45.70 50.78 8 x 22 7-1/2 x 21-1/2 161.3 577.8 6211 201.6 755.9 27.99 33.59 39.19 44.79 50.39 55.99 8 x 24 7-1/2 x 23-1/2 176.3 690.3 8111 220.3 826.2 30.60 36.72 42.84 1 48.96 55.08 1 61.20 lox 10 9-1/2 x 9-1/2 90.25 142.9 678.8 142.9 678.8 15.67 18.80 21.94 25.07 28.20 31.34 lox 12 9.1/2 x 11-1/2 109.3 209.4 1204 173.0 821.7 18.97 22.76 26.55 30.35 34.14 37.93 10 x 14 9-1/2 x 13-1/2 128.3 288.6 1948 203.1 964.5 22.27 26.72 31.17 35.63 40.08 44.53 lox 16 9.1/2 x 15.1/2 147.3 380.4 2948 233.1 1107 25.56 30.68 35.79 40.90 46.02 51.13 10 x 18 9-1/2 x 17.1/2 166.3 484.9 4243 263.2 1250 28.86 34.64 40.41 46.18 51.95 57.73 10 x 20 9-1/2 x 19.1/2 185.3 602.1 5870 293.3 1393 32.16 38.59 45.03 51.46 57.89 64.32 10 x 22 9-1/2 x 21-1/2 204.3 731.9 7868 323.4 1536 35.46 42.55 49.64 56.74 63.83 70.92 10 x 24 9-1/2 x 23-1/2 223.3 874.4 10270 1 353.5 1 1679 1 38.76 1 46.51 1 54.26 1 62.01 69.77 77.52 AMERICAN WOOD COUNCIL Florida Building Code Online Page 1 of 4 BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats&Facts Publications FBC Staff BCIS Site Map Lima Search Business, Professional4PditI. cc�upproval �ffi ffr Product uoorgv i 1—u>Product or Application Search>Application List>Application Detail i�#9Jb?�sa'3313Ii' ne " -k. FL# FL10456-R2 Application Type Editorial Change Code Version 2010 Application Status Approved Comments Archived Product Manufacturer Simpson Strong-Tie Co. Address/Phone/Email 2221 Country Lane McKinney,TX 75070 (972)439-3029 rshackelford@strongtie.com Authorized Signature Randall Shackelford rshackelford@strongtie.com Technical Representative Randall Shackelford Address/Phone/Email 1720 Couch Drive McKinney,TX 75069 (800)999-5099 rshackelford@strongtie.com Quality Assurance Representative Pat Woodall •••• • • Address/Phone/Email 1720 Couch Drive • • •••• •••••• McKinney,TX 75069 •• • • ••• • (800)999-5099a..*• • • •••••• •• • •••••• pwoodall@strongtie.com • Category Structural Components • • •••••• •••• • ••••• Subcategory Wood Connectors • • •••••• •• • ••••• Compliance Method Evaluation Report from a Product Evalu;t�q i;gty • •• •• Evaluation Entity ICC Evaluation Service, LLC • • ;••• • • Quality Assurance Entity Benchmark Holdings,L.L.C. • • • •••••• •• • • ••• • • Quality Assurance Contract Expiration Date 12/31/2015 •••• Validated By Jeffrey P.Arneson,P.E. V Validation Checklist-Hardcopy Received Certificate of Independence FL10456 R2_C0IICC Cert_pfIndlpendence_pdf Referenced Standard and Year(of Standard) Standard Year ASTM D1761 2000 N.A.SPEC FOR DESIGN OF COLD FORMED STEEL 2001 CONSTRUCTION NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 2005 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect & 0456 R2_Equiv 2010 Self_Affirmation_Simpson,pdf Sections from the Code http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqudsDrIH6I48zA... 5/7/2015 a Florida Building Code Online Page 2 of 4 Product Approval Method Method 1 Option C Date Submitted 03/14/2012 Date Validated 04/25/2012 Date Pending FBC Approval 05/02/2012 Date Approved 06/11/2012 Date Revised 05/01/2015 Summary of Products Go to Page 0 O Pagel/30 0 FL# Model,Number or Name Description 10456.1 DSP Double Stud to Plate tie Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10456 R2 II ESR-2613.odf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E.68675 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other:Supplimental connectors may be required to acheive FL10456 R2 AE ESR-2613.pdf 700#uplift for HVHZ. 10456.2 FTA2 Floor Tie Anchor Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10456 R2 11 ESR-2613.pdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E.68675 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other: FL10456 R2 AE E5R-2613.odf 10456.3 FTAS Floor Tie Anchor Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10456 R2 II ESR-2613.odf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E.68675 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other: FL10456 R2 AE ESR-2613.sdf • *Gee 0 Goo ••••• • • 10456.4 FTA7 Floor Tie Anchor • • • • •••••• •• • ••••• • Limits of Use Installation Instructions •••••• • • Approved for use in HVHZ:Yes FL10456 R2 II ESR-2613.odf_ ••••• Approved for use outside HVHZ:Yes Verified By: Randall Shackelford .!!.•68675 :9..:. Impact Resistant:N/A Created by Independent Third"ftt:Yes • •••• • • Design Pressure:N/A Evaluation Reports •••••• •• • •••• Other: FL10456 R2 AE ESR-2613. f• • • • • • 10456.5 H1 Hurricane Tie Limits of Use Installation Instructions •••••• Approved for use in HVHZ:Yes FL10456 R2 II ESR-2613.plf �'. ' Poo*** Approved for use outside HVHZ:Yes Verified By: Randall Shackelfo"P.E.e68675 • ••• 1 • Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other: 2connectors must be used to acheive 700#uplift for FL10456 R2 AE ESR-2613.odf HVHZ. 10456.6 H10 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10456 R2 II ESR-2613.odf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E.68675 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other: FL10456 R2 AE ESR-2613.odf 10456.7 H10-2 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10456 R2 II ESR-2613.odf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E.68675 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other:2 connectors must be used to acheive 700#uplift FL10456 R2 AE ESR-2613.odf for HVHZ when using SPF/HF lumber. http://www.floridabading.org/pr/pr app_dtl.aspx?param=wGEVXQwtDqudsDrIH6I48zA... 5/7/2015 Florida Building Code Online Page 3 of 4 10456.8 H15 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10456 R2 II ESR-2613.pdf Approved for use outside HVHZ:Yes Verified By:Randall Shackelford P.E.68675 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other: FL10456 R2 AE ESR-2613.pdf 10456.9 H15-2 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10456 R2 II ESR-2613.pdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E.68675 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other: FL10456 R2 AE ESR-2613.pdf 10456.10 H2 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10456 R2 II ESR-2613.pdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E.68675 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other:Supplimental connectors must be used to acheive FL10456 R2 AE ESR-2613.pdf 700#uplift for HVHZ. 10456.11 H2.5 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10456 R2 II ESR-2613.pdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E.68675 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other:2 connectors must be used to acheive 700#uplift FL10456 R2 AE ESR-2613.pdf for HVHZ. 10456.12 H2.5A Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10456 R2 II ESR-2613.pdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E.68675 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports ••• Other:2 connectors must be used to acheive 700#uplift FL10456 R2 AE ESR-2613.pdf • • for HVHZ. • ••• •••• •••:• • 10456.13 H3 Hurricane Tie •••••• •• • ••••• •••••• • • Limits of Use Installation Instructions ••••• Approved for use in HVHZ:Yes FL10456 R2 II ESR-2613. df•••• • • • Approved for use outside HVHZ:Yes Verified B Randall Shackel .'68675 PP Y� WI'•Fi • •••• Impact Resistant:N/A Created by Independent Third Party:Yes • • ••• •• • •••• Design Pressure:N/A Evaluation Reports •••� • � • • Other:Supplimental connectors must be used to acheive FL10456 R2 AE ESR-2613.edi •• •• • ••••• 700#uplift for HVHZ. 2 H3's may be used in DF/SP lumber •••••• • •• to meet the 700#requirement. • • • • 10456.14 H4 Hurricane Tie ' ' ' • Limits of Use Installation Instructions •• . . • Approved for use in HVHZ:Yes FL10456 R2 I1 ESR-2613.pdf •• • Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E.68675 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other:Supplimental connectors must be used to acheive FL10456 R2 AE ESR-2613.odf 700#uplift for HVHZ. 2 H4's may be used in DF/SP lumber to meet the 700#requirement. 10456.15 HS Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10456 R2 II ESR-2613.pdd Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E.68675 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other:2 connectors must be used to acheive 700#uplift FL10456 R2 AE ESR-2613.pdf for HVHZ. 10456.16 H6 Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10456 R2 II ESR-2613.pdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E.68675 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqudsDrIH6I48zA... 5/7/2015 Florida Building Code Online Page 4 of 4 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other: FL10456 R2 AE ESR-2613.pdf 10456.17 H7Z Hurricane Tie Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10456 R2 II ESR-2613.pdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E.68675 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other: FL10456 R2 AE ESR-2613.pdf 10456.18 HGT-2 Heavy Girder Tiedown Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10456 R2 II ESR-2613.pdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E.68675 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other: FL10456 R2 AE ESR-2613.2df 10456.19 HGT 3 Heavy Girder Tiedown Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10456 R2 II ESR-2613.pdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E.68675 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other: FL10456 R2 AE ESR-2613.pdf 10456.20 HGT-4 Heavy Girder Tiedown Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL10456 R2 II ESR-2613.pdf Approved for use outside HVHZ:Yes Verified By: Randall Shackelford P.E.68675 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other: FL10456 R2 AE ESR-2613.pdf Go to Page 0 a Pagel 310 42 Back Next 0000 • • 0000 66.0•• Contact Us::1940 North Monroe Street,Tallahassee FL 32399 Phone:850-487-182 • • •• :6:•: •• •00000 •• • 0000•• The State of Florida is an AA/EEO employer.Copyright 2007-2013 State of Florida.::Privacy Statement::Accassibility St•temerK::Refund Statement 060000 • 0 • Under Florida law,email addresses are public records.If you do not want your e-mail address released in response to a public-records request,do not send ••••a: electronic mail to this entity.Instead,contact the office by phone or by traditional mail.If you have any questions,pleasL"r#A 850.487.1195.*PLtsuant to 6 Section 455.275(1),Florida Statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide4F�e' eR�h�aiM &ent with Adress if ****a they have one.The emails provided may be used for official communication with the licensee.However email addresses aPe pub is record.If jou do not wish to 6 • supply a personal address,please provide the Department with an email address which can be made available to the public iced"rWine if you anal licensee under••••• Chapter 455,F.S.,please click here. • • • • • Product Approval Accepts: •• •• •• • •••••• (moil h_ ® 0000•• • •0 • • • • 0000•• 0000•• .nuritc _-� • • • • • •�� • • • 0000•• • • http://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDqudsDrIH6I48zA... 5/7/2015 i EVALUATION c c SERVICE ICC-ES Evaluation Report ESR-2613 Reissued April 2014 This report is subject to renewal June 1, 2015. www.icc-es.org 1 (800)423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS,AND and 1 b for drawings of the hurricane ties recognized in this COMPOSITES report, and Figure 1c; for drawings of installation Section: 06 05 23—Wood, Plastic,and Composite configurations with designated allowable load directions. Fastenings 3.1.2 HS24 Hurricane Tie: The HS24 hurricane tie REPORT HOLDER: anchors wood rafters or trusses to wood wall top plates. The HS24 connector is formed from No. 18 gage SIMPSON STRONG-TIE COMPANY INC. galvanized steel. See Table 2 for required fasteners and 5956 WEST LAS POSITAS BOULEVARD allowable loads. See Figure 2 for a drawing of the HS24 tie PLEASANTON,CALIFORNIA 94588 and a typical installation detail. (800)925-5099 3.1.3 RST-1 and RST-2 Hurricane Ties: The RST www.strongtie.com hurricane ties are used to anchor single-ply wood roof trusses (or rafters) to vertically aligned wood studs. The EVALUATION SUBJECT: RST-1 is designed to anchor single-ply wood trusses with lumber oriented horizontally, and the RST-2 is designed to SIMPSON STRONG-TIE® HURRICANE AND SEISMIC anchor two-ply wood trusses with lumber oriented vertically STRAPS AND TIES FOR WOOD FRAMING or single-ply wood trusses with lumber oriented horizontally. The RST-1 and RST-2 hurricane tie 1.0 EVALUATION SCOPE connectors are fabricated from No. 20 and No. 18 gage Compliance with the following codes: galvanized steel, respectively. See Table 3 for RST model ■ 2012,2009 and 2006 International Building Code®(IBC) numbers,width and length dimensions, required fasteners, ■ 2012, 2009 and 2006 International Residential Code® and allowable uplift loads. See Figure 3 for drawings of the RST-1 tie and a typical installation detail. (IRC) see* 3.1.4 LTS, MTS, and HTS.Serips Twit AtGdps: Tag•••• Property evaluated: LTS, MTS, and HTS series tv0%leAr4)s are t4segtp anchor •• Structural wood trusses or rafters to vi"Wil dod4lg•top plates,,,,:. 2.0 USES wood studs, wood beams, orVpNjim boardl. The LTS, • ® MTS, and HTS series twist str� Ire formed from No. F9••• The Simpson Strong-Tie hurricane and seismic straps and ties described in this report are used as wood framing No. 16, and No. 14 gage galy n ized ste6•respectiveN4'.•• in accordance with Section 2304.9.3 of the See Table 4 for strap mode embers,•overall strap- connectors 0 ••+ 113C. The products may also be used in structures lengths, required fasteners,•ewc�•allowable•Ilift loads•••• regulated under the IRC when an engineered design is when installed with different fastener schedules. SM":* submitted in accordance with Section R301.1.3 of the IRC. Figure 4 for a drawing of art'L= twist strap and two . typical MTS strap installations: 0 :000:4 00006* 3.0 DESCRIPTION 3.1.5 LFTA Light Floor Tie�gChQr:The l•Fjfj fight flcZtfi•••� 3.1 General: tie anchor is used as a floor-to-floor ter%iV tip and is • The Simpson Strong-Tie hurricane and seismic straps and formed from No. 16 gage galvanized steel. See Table 5 for ties recognized in this report are installed to resist design anchor tie dimensions, required fasteners, and the forces on wood-frame construction resulting from the assigned allowable uplift load. See Figure 5 for a drawing application of the most critical effects of the load of the LFTA connector. combinations prescribed by code that include wind or 3.1.6 FTA Floor Tie Anchors: The FTA floor tie anchors seismic loads, are used to connect vertically aligned studs between a 3.1.1 Hurricane Ties: Hurricane ties are used to anchor horizontal wood diaphragm assemblage with floor joists wood rafters or joists to wood wall plates or studs or to having a maximum 12-inch nominal depth. The FTA2 and anchor wood studs to wood sill plates. The H6, H7Z, H15, FTA5 are formed from No. 10 gage galvanized steel, and and H15-2 ties are formed from No. 16 gage galvanized the FTA7 is formed from No. 3 gage galvanized steel. See steel; the H1, H2, H2.5, H2.5A, H3, H5, H10, H10A, and Table 6 for FTA models, anchor dimensions, required H10-2 ties are formed from No. 18 gage galvanized steel; fasteners,and allowable tension loads. See Figure 6a for a and the H4 tie is formed from No. 20 gage galvanized drawing of an FTA floor anchor tie defining overall length steel. See Table 1 for tie model numbers, tie dimensions, and clear span, and Figure 6b for drawings of a typical fastener schedules, and allowable loads. See Figures la FTA anchor installation. 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 MMM 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 ESR-26131 Most Widely Accepted and Trusted Page 2 of 11 3.1.7 SP and SPH Series Stud Plate Connectors: The minimum tensile strength, Fu, of 45,000 psi (310 MPa). SP1 connector fastens one edge of a wood stud to the The FTA floor anchor ties are fabricated from ASTM contiguous edge of a wood sill plate, and the SP2 A1011, SS designation, Grade 33, hot rolled steel with a connector fastens to one side of a wood double top plate minimum yield strength of 33,000 psi (227 MPa) and a and to the contiguous edge of a wood stud.The SP4, SP6, minimum tensile strength of 52,000 psi (358 MPa). The SP8, SPH4, SPH6, and SPH8 are 11/4-inch-wide (32 mm) HTS twist straps, the SSP and DSP stud-to-plate ties, and U-shaped straps with a horizontal portion that bears the H2.5A hurricane tie are fabricated from ASTM A653, against the wood wall top plates or sill plates and two SS designation, Grade 40, steel with a minimum yield vertical legs that are nailed to the edges of a wood stud. strength of 40,000 psi (275 MPa) and a minimum tensile The SP and SPH connectors are fabricated from No. 20 strength of 55,000 psi(379 MPa). and No. 18 gage galvanized steel, respectively. See Table The body of the HGT heavy girder tiedown bracket is 7 for SP and SPH models, connector dimensions, required fabricated from ASTM A1011, SS designation, Grade 33, fasteners, and allowable uplift loads. See Figure 7 for hot rolled steel with a minimum yield strength of 33 000 psi Y 9t drawings of the SP1 and SP2 connector, and of typical (227 MPa) and a minimum tensile strength of 52,000 psi stud-to-plate connection details for the SP1, SP2, SP4, (358 MPa), and the crescent washers of the HGT bracket and SPH4 connectors. are fabricated from ASTM A36 steel with a minimum yield 3.1.8 RSP4 Reversible Stud Plate Ties: The RSP4 be strength of 36,000 psi (248 MPa) and a minimum tensile plates are used to connect a nominally 2-inch-wide wood strength of 58,000 psi(399 MPa). stud to either a top or sill plate of a wood framed wall.The Base-metal thicknesses for the connectors in this report RSP4 tie connector is fabricated from No. 20 gage are as follows: galvanized steel. See Table 8 for required fasteners and allowable loads. See Figure 8a for a drawing of the RSP4 NOMINAL THICKNESS MINIMUM BASE-METAL connector showing overall dimensions; Figure 8b for a (gage) THICKNESS(inch) drawing of a typical RSP4 installation connecting a wood No.3 0.2285 double top plate to a wood stud;and Figure 8c for a typical No.7 0.1705 RSP4 installation connecting a wood stud to a wood sill No. 10 0.1275 plate. No. 14 0.0685 3.1.9 SSP and DSP Stud Plate Connectors: The SSP stud-to-plate connector is used to provide a positive No. 16 0.0555 connection between a single wood stud and the top or sill No. 18 0.0445 plate of the same wood wall, and the DSP stud-to-plate No.20 0.0335 connector is used to provide a positive connection between For SI: 1 inch=25.4 mm. a double wood stud and the wood wall top or sill plate of the same wood wall. The SSP and DSP connectors are The galvanized connectors have a minimum G90 zinc fabricated from No. 18 gage galvanized steel. See Table 9 coating specification in accordance with ASTM A653. for required fasteners and allowable uplift loads. See Some models (designated with a model nurnVer ending with Z are available with a G:85 Orr coatin 'so ecificatibR Figure 9 for drawings of the SSP and DSP connectors ) showing overall dimensions; a drawing of an SSP in accordance with ASTM A653.18orRe models:84signated '• installation connecting a stud to a sill plate; and a drawing with a model number ending%WFIbG) are'9vailbble wTtA".0 bat of a DSP installation connecting a double wood stud a hot-dip galvanization, '91M8'•known 6s " Qb....• assembly to a top plate. galvanization, in accordance`w*RIT•ASTK,fj= with•a • Girder Tiedown Brackets: The HGT minimum specified coating wei911t'ef 2.0 ouncesp of zinc are•W 3.1.10 HGT Heavy • heavy girder tiedown brackets are used to provide a square foot of surface area(600.V?W),tot;%1416�b or sides.••• positive connection between wood roof beams or multi-ply Model numbers in this reportodo net inciude•the•Z or HDC�••o• but the information sh wood roof trusses and wood posts vertically aligned to ending, 0awrrapplies. •• support the end reaction of the beam or truss member.The The FTA floor anchor ties and HtS twi!J.stras havd'a"" HGT tiedown connector is a U-shaped bracket that is painted finish and may also:beohailabl?with the HQQp...; installed over the top chord of the roof truss having a slope finish. '` ' .' ;•; • from 3:12 (14 degrees) to 8:12 (34 degrees). Other The lumber treater or holder of this report (Simpson components required for the connection, such as the Strong-Tie Company) should be contacted for anchor rods and hold-down or tie-down devices, that must recommendations on minimum corrosion resistance of be used to form a complete load path to resist design uplift steel connectors in contact with the specific proprietary forces from their point of origin to the load-resisting preservative treated or fire retardant treated lumber. elements, that is, the vertically aligned supporting wood post, must be designed and specified by the registered 3.2.2 Wood: Supporting wood members to which these design professional. The HGT tiedown brackets are connectors are fastened must be solid sawn lumber, glued- fabricated from No. 7 gage steel, and are supplied with laminated lumber, or engineered lumber [such as insert plates and crescent washers. See Table 10 for Laminated Veneer Lumber (LVL), Parallel Strand Lumber tiedown connector models, connector dimensions,fastener (PSL), and Laminated Strand Lumber (LSL)] having schedules, and allowable uplift loads. See Figure 10 for a dimensions consistent with the connector dimensions drawing of the HGT-2 tiedown connector, and a drawing of shown in this report. Unless otherwise noted, supporting a typical connection detail showing necessary wood members and supported members must have an components, including those not covered in this evaluation assigned minimum specific gravity of 0.50 (minimum report,such as the HTT22 tension Tie. equivalent specific gravity of 0.50 for engineered lumber), except as noted in Table 7 for the SPH stud plate tie 3.2 Materials: connectors, which permits lumber having an assigned 3.2.1 Steel: Unless otherwise noted, the connectors minimum specific gravity of 0.50 and 0.55; and Table 9 for described in this report are fabricated from ASTM A653, the SSP and DSP stud-to-plate tie connectors, which ESR-2613 I Most Widely Accepted and Trusted Page 3 of 11 connectors described in this report must have a maximum where required in accordance with Sections 1704.2 and moisture content of 19 percent (16 percent for engineered 1705.10 of the 2012 IBC, Sections 1704 and 1706 of the lumber) except as noted in Section 4.1. 2009 IBC,and Section 1704 of the 2006 IBC. The thickness of the wood members must be equal to or 4.3.2 Seismic-force-resisting Systems under the IBC: greater than the length of the fasteners specified in the Periodic special inspection must be conducted for tables in this report, except if noted otherwise in the tables components within the seismic-force-resisting system, in and accompanying footnotes in this report, or as required accordance with Sections 1704.2 and 1705.11 of the 2012 by wood member design, whichever controls. IBC, and Sections 1704 and 1707 of the 2009 and 2006 3.2.3 Fasteners: Bolts, at a minimum, must comply with IBC. ASTM A36 or A307. Nails used for connectors, straps,and 4.3.3 Installations under the IRC: Special inspections ties described in this report must comply with ASTM F1667 are normally not required for connectors used in structures and have the following minimum dimensions and bending regulated under the IRC. However, for components and yield strengths (Fyb): systems requiring an engineered design in accordance NAIL NAIL with IRC Section R301, periodic special inspection must be FASTENERS DIAMETER LENGTH Fy, in accordance with Sections 4.3.1 and 4.3.2 of this report. (inch) (inches) (Psi 5.0 CONDITIONS OF USE 8d X 1'/2 0.131 11/2 100,000 The Simpson Strong-Tie Hurricane and Seismic Straps 8d 0.131 21/2 100,000 and Ties described in this report comply with, or are 10d X 1'/2 0.148 1112 90,000 suitable alternatives to what is specified in, those codes 10d 0.148 3 90,000 listed in Section 1.0 of this report, subject to the following conditions: For SI:1 inch=25.4 mm. Fasteners used in contact with preservative treated or 5.1 The connectors must be manufactured, identified and fire retardant treated lumber must comply with Section installed in accordance with this report and the 2304.9.5 of the IBC, Section R317.3 of the 2012 and 2009 manufacturer's published installation instructions. A IRC or Section R319.3 of the 2006 IRC, as applicable.The copy of the instructions must be available at the lumber treater or this report holder (Simpson Strong-Tie jobsite at all times during installation. Company) should be contacted for recommendations on 5.2 Calculations showing compliance with this report must minimum corrosion resistance of fasteners and connection be submitted to the code official. The calculations capacities of fasteners used with the speck proprietary must be prepared by a registered design professional preservative treated or fire retardant treated lumber. where required by the statues of the jurisdiction in 4.0 DESIGN AND INSTALLATION which the project is to be constructed. 5.3 Adjustment factors noted in Section 4.1 and the 4.1 Design: applicable codes must be considered, where The tabulated allowable loads shown in this report are applicable. based on allowable stress design (ASD) and include the 5.4 Connected wood members and fasteners must load duration factor, CD, corresponding with the applicable comply, respectively, with Sections 3.2.2aril3.2.3 of 0000 000000 loads in accordance with the NDS. this report. 00 Tabulated allowable loads apply to products connected 5.5 Use of connectors with p6asei4ative 6r.V& Cetarda".0;. to wood used under dry conditions and where sustained treated lumber must be.ip.jr.Wrdance 4th Sectign temperatures are 100°F (37.8°C) or less. When products 3.2.1 of this report. Use ot4Vtpners wjth prpservatilM 0 0 0 are installed to wood having a moisture content greater or fire retardant treated Idrnjel;Must bQ1A ateordanl;g,, than 19 percent (16 percent for engineered wood with Section 3.2.3 of this products), or when wet service is expected, the allowable fgQ4�: "•••• loads must be adjusted by the wet service factor, CM, 5.6 The FTA series tie anchors are factory-welded...o specified in the NDS. When connectors are installed in connectors manufactured omwier a quality control . wood that will experience sustained exposure to program with inspectionsby tC(:-ES. 0 90*0:0 ....0. temperatures exceeding 100°F (37.80C), the allowable 6.0 EVIDENCE SUBMITTED : 0'. ;:00000 000; loads in this report must be adjusted by the temperature 00 Data in accordance with the ICC-ES Acce• 0 0 0 Criteria factor, Ct, specified in the NDS. for Joist Hangers and Similar Devices (AC13, dated Connected wood members must be analyzed for load- October 2010(editorially revised December 2011). carrying capacity at the connection in accordance with the NDS. 7.0 IDENTIFICATION 4.2 Installation: The products described in this report are identified with a Installation of the connectors must be in accordance with die-stamped label or adhesive label indicating the name of this evaluation report and the manufacturer's published the manufacturer (Simpson Strong-Tie), the model installation instructions. In the event of a conflict between number, and the number of an index evaluation report this report and the manufacture's published installation (ESR-2523) that is used as an identifier for the products instructions,this report governs. recognized in this report. Additionally, the factory-welded FTA series tie anchors manufactured in the United States 4.3 Special Inspection: and Canada are identified with their acronym of the 4.3.1 Main Wind-force-resisting Systems under the inspection agency. IBC: Periodic special inspection must be conducted for components within the main wind-force-resisting system, ESR-2613 I Most Widely Accepted and Trusted Page 4 of 11 TABLE 1—HURRICANE TIES FASTENERS ALLOWABLE LOADS" (Quantity-Type) (Ibs) MODEL Lateral`'' NO. Connection Uplift`'r, C =1 6 To Rafter To Plates To Stud Configurations' Cp=1.6 F1 F2 H1 6-8d x 1'/2 4.8d — 490 485 165 H10 8-8d x 02 8-8d x 11/2 — 1 995 590 275 H10A 9-10d x 1'/2 9-10d x 11/2 — 1,140 590 285 1-110-2 6-10d 6-10d — 760 455 395 H2 5-8d — 5-8d 2 335 — — 5-8d 5-8d — 3 415 150 150 H2.5 5-8d 5-8d 8 370 — — H2.5A 5-8d 5-8d — 600 110 110 H3 4-8d 4-8d — 3 455 125 160 H5 4-8d 4-8d — 455 115 200 4-8d 4-8d 8 360 — — H4 4-$d 4-8d — 9 360 165 160 H6 — 8-8d 8-8d 12 915 — — H7Z 4-8d 2-8d 8-8d 930 400 — H15 4-10d x 02 4-10d x 1'/2 12-10d x 02 13 1,300 480 — H15-2 4-10d x 11/2 4-10d x 1'/2 12-10d x 1'/2 1,300 480 — For SI: 1 inch=25.4 mm, 1 lbs=4.45 N. 'Allowable loads are for one anchor installed to a minimum nominal 2x supported and minimum nominal 2x supporting wood member.A rafter minimum actual thickness of 2'/2 inches must be used when framing anchors are installed on each side of the rafter and on the same side of the plate. 'Allowable simultaneous loads in more than one direction on a single connector must be evaluated as follows: Design Uplift/Allowable Uplift+ Design Lateral Parallel to Plate/Allowable Lateral Parallel to Plate+ Design Lateral Perpendicular to Plate/Allowable Lateral Perpendicular to Plate:5 1.0. The three terms in the unity equation consider all possible forces that the hurricane tie may be designed and installed to resist.The number of terms that must be considered for simultaneous loading is determined by the registered design professional and is dependant on the method of calculating wind forces and the assumed load path that the connector is designed to resist. 0000 3iConnection Configurations" shown in Figure 1 c (next page) indicate the load directions F, and F2, and,are details slftArl%Connectoj�••� installations on the outside of the wall for clarity.Installation on the inside of the wall is acceptable to achieve tht tabulated allowable loads. °Connections in the same area(i.e.truss to plate connector and plate to stud connector)must be on installed on thesame cite itt ie wall to '• achieve the tabulated allowable uplift loads and ensure a continuous load path. "•;•' •• • 000000 5Allowable uplift loads have been increased for wind or earthquake loading, and no further increase is aMtfUleb!Allowable loads must be • reduced when other load durations govern. •••• • • • • 6Allowable lateral loads in the F, direction must not be used to replace diaphragm boundary members or nnj{ipg'or repljk•s'o1ii8 blockip9•• required by code to laterally support the ends of joists/rafters. 0000000• ••• 'Additional shear transfer elements must be considered the connector installation induces cross grain bending•or tension ofthe truss or rafter••• members. •• • ••••••• •••••• • • • • • 3;• M • • • • 00000019yfi �.I 170 •••••• �I 9it61 l • • • • • 11� -l EJ0 • • • • •••••• e • I � • \ -f • 3116 '`c=�\, -�Lr \V\a\ 2 5��'�j' ••0 6' y�� 3 C d`iyM • • •*a Ifo � 2?b� • 23/�p 0 o d 1 , • • St'1" • Y/� 1 9/16" H1 H2 H2.5 H2.5A H3 FIGURE 1a--1-11,H2,H2.5,H2.5A,AND H3 HURRICANE TIES ESR-2613 I Most Widely Accepted and Trusted Page 5 of 11 �1'fi—•{ ,a', • 3%" 8 a ® ®C a 47 t% H10A 5 • , 206 .. r-th' .• 10 similar) _--� ••• ••. e o 0 m m 4Y• . • . 53:' 3- fi m 2 • :0• O •• m 3j H5 FIS H6 7Z H10-2 ! ~`� � 15-2 similar) FIGURE 1 b--H4,H5,H6,H77,H10,H10-2,AND H15 HURRICANE TIES F3-s { t 1 I\ rr HI Installation �2 H2 Installation L_J (1-170,H10A,H10-2 similar) (Allowable Uplift Load Only) �' •••••• 73 L81 9 • ° Fl •• ....• H2.5 Installation H4 Installation H4 Installatlion••• ..••• ••..•. (Nails into both top plates) (H2.5 similar) (Nails into upper=pp p1ge) e •• (H2.5A,H3,H5 similar) • • • • • . • • •••••• •••••• • • • • • Use a 111,11mum • • • •••••• of two 8d rads •• • •• • • tp 5 S,ae of tr,iss ;tcda�`our&1 •• • ° ras mto Pitch 0:12 toss) to 7:12 _ F1 •° H6 Stud to H6 Stud to t oeatnai's Double Top Band nail Plate 12 Joist Eiyms into Installation Installation H7Z Installation H15 Installation FIGURE 1c--CONNECTION CONFIGURATIONS OF HURRICANE TIE INSTALLATIONS SPECIFIED IN TABLE 1 Florida Building Code Online Page 1 of 2 r m 3- °4 n r fi f W ti '�.,ew d .,:a°^, . .... _r.�w-..K....,a .e;a ->�u r,W.._r<.'" ,�, ,�kah°fi��,»nam, r S,k.�r✓,�.-,o..a�.°,. ,rub SCIS Home Log In User Registration Hot Topics Submit Surcharge Stats&Facts Publications FBC Staff BCIS Site Map Links Search Business.,, {,�NProductApprovaI Professional \�;�!!►I USER:Public User Pmauct aLD!o,ai ve,u>Produc[or Aoolicafion Search>Apo[ication List>Application Detail Mb'M i.Yf .Rt + FL# FL14101-R3 Application Type Revision Code Version 2010 Application Status Approved Comments Archived Product Manufacturer Simpson Strong-Tie Co. Address/Phone/Email 2221 Country Lane McKinney,TX 75070 (972)439-3029 rshackelford@strongtie.com Authorized Signature Randall Shackelford rshackelford@strongtie.com Technical Representative Randall Shackelford Address/Phone/Email 1720 Couch Drive McKinney,TX 75069 (800)999-5099 rshackelford@strongtie.com Quality Assurance Representative Pat Woodall Address/Phone/Email 1720 Couch Drive McKinney,TX 75069 (800)999-5099 000000 pwoodall@strongtie.com . • sees •9•••• Category Structural Components •••••• •• • •••••• • Subcategory Wood Connectors ***:so • • • 0000•• 0000 • • • • • • 0000•• Compliance Method Evaluation Report from a Product Evaluation Entity • ••••• 09.00• •• • 0000• Evaluation Entity ICC Evaluation Service, LLC •• •• •• • •••••• • Quality Assurance Entity Benchmark Holdings, L.L.C. :so:*: • • Quality Assurance Contract Expiration Date 12/31/2015 • • • • 000006 Validated By Jeffrey P.Arneson,P.E. • • • • • Validation Checklist-Hardcopy ReceiM • • :0: • • Certificate of Independence FL14101 R3_COI__ICC Certificate of Indepeendence2Q12.pd_f Referenced Standard and Year(of Standard) Standard Year ASTM D1761 2006 NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION 2005 Equivalence of Product Standards Certified By Sections from the Code http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgsKhgANvDgZw... 5/7/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option C Date Submitted 06/22/2012 Date Validated 06/22/2012 Date Pending FBC Approval 07/02/2012 Date Approved 08/07/2012 Summary of Products FL# Model,Number or Name Description 14101.1 SD10112,SD10212 Strong-Drive Screw#10 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL14101 R3 II ESR-3046.pdf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FL14101 R3 AE E5R-3046.i& 14101.2 SD9112,SD9212 Strong-Drive Screw#9 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL14101 R3 II ESR-3046.pdf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FL14101 R3 AE ESR-3046.pdf 14101.3 SDWF2716,SDWF2720, Screw for Floor-to-Floor Connections SDWF2724,SDWD2726 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL14101 R3 II ESR-3046.pdf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FL14101 R3 AE ESR-3046.pdf Back Next Contact Us::1940 North Wnroe Street.Tallahassee FL 32399 Phone:850-487-1824 The State of Florida is an AA/EEO employer.Copvriaht 2007-2013 State of Florida.::Pnyacv Statement::Accessibility Statement::Refund Under Florida law,email addresses are public records.If you do not want your e-mail address released in response to a publ�* rds request 8 M At send ••••:• electronic mail to this entity.Instead,contact the office by phone or by traditional mail.If you have any questions,pleasee:WitactJ550.487.1395.'phi nt to • Section 455.275(1),Florida Statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide the Department within errpil Tress if • they have one.The emails provided maybe used for official communication with the licensee.However email addressesem pubk eecord.If yo•dp not iyish to •••••• supply a personal address,please provide the Department with an email address which can be made available to the public.To determine if you are a licensee under Chapter 455,F.S.,please click here. 000000 • • • •••••• Product Approval Accepts: 0000 • • • • IIN� ® • • •••••• 1 •••• • ••••• •••••• •• • ••••• sccuritc�� • • • • • • • • • • •••••• ••••% so a • • • http://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgsKhgANvDgZw... 5/7/2015 ICC EVALUATION c c SERVICE ICC-ES Evaluation Report ESR-3046 Reissued June 2014 This report is subject to renewal August 1, 2015. www.icc-es.org 1 (800)423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND 3.0 DESCRIPTION COMPOSITES Section: 06 05 23—Wood, Plastic and Composite 3.1 General: Fastenings 3.1.1 SD Series Wood Screws: REPORT HOLDER: The SD series wood screws are manufactured using a standard cold-forming process, and are heat-treated. The SIMPSON STRONG-TIE COMPANY INC. screws have rolled threads, spaced 8.5 threads per inch 5956 WEST LAS POSITAS BOULEVARD (0.335 thread per millimeter) for the SD9 screws and 10 PLEASANTON,CALIFORNIA 94588 threads per inch (0.393 thread per millimeter)for the SD10(925)560-9000 screws. They have a plain (unslotted) 1/4-inch (6.35 mm) hex washer head,and a sharp point with serrated threads. www.strongtie.com The length of the threaded portion of the shank is EVALUATION SUBJECT: approximately 1 inch (25.4 mm). Table 1 provides a description of the SD series wood screws, and specifies SIMPSON STRONG-TIE®STRONG-DRIVE SD AND SDWF the screws' dimensions, nominal bending yield strength SERIES SCREWS and allowable tensile and shear loads. 3.1.2 SDWF Series Screws: 1.0 EVALUATION SCOPE The SDWF screws are manufactured using a standard Compliance with the following codes: cold-forming Process, and are heat-treated. The screws ■ 2012,2009 and 2006 International Building Code®(IBC) have rolled /6'-24 threads near the head, and 5/16'-12 threads near the point.The length of threads near the point ■ 2012,2009 and 2006 International Residential Code® is approximately 5 inches (127 mm). The screws have a (IRC) plain (unslotted) 5/16-inch (7.94 mm) hex washer head and Properties evaluated: Type 17 point.Table 1 provides a description of the SDWF ■ Structural series screws, and specifies the screws' di f ilgipns, and allowable tensile loads. •••• •••••• ■ Corrosion resistance 3.2 Materials: 2.0 USES3.2.1 SD Series Wood Screws?•The SD series wood • The Simpson Strong-Tiee Strong-Drive SD series wood screws are manufactured from AOTM A510t Grade 101313ro": screws described in this report are used for steel-to-wood steel wire. The screws are ;imhanically.galvanized pes.0. and wood-to-wood connections that are designed in ASTM 6695,Type II, Class 55...... .. . 0 0:0.0 accordance with the IBC and IRC. 0 . 3.2.2 SDWF Series Screws'Thi SDWF'sbribs screM The Simpson Strong-Tiee Strong-Drive SDWF series are manufactured from ASTICI'AST4, Grade 10B21, steel screws described in this report are used with the Simpson wire. The screws are coatsd witR a p*"ipt4ry blat;R O•.• Take-Up Washer (TUW) for floor-to-floor connections electrocoat base coat. ;0000: within conventional wood platform construction, 0• ••• • as depicted in the SDWF installation diagram shown in 3.2.3 Wood Members: Wood main meVps;must be Figure 1. either solid-sawn lumber or engineered lumber (e.g., LVL, PSL, and LSL). Wood side members must be either solid- The Simpson Strong-Tie Strong-Drive SD series wood sawn lumber, engineered lumber or wood structural panel screws and SDWF series fasteners may be used where (OSB or plywood). For the purposes of fastener design, fasteners are required to exhibit corrosion resistance when wood members must have a minimum assigned specific exposed to adverse environmental conditions and/or in gravity or equivalent specific gravity as indicated in Tables chemically treated wood (subject to the limitations of 2, 3 and 4. Assigned specific gravity for solid-sawn lumber Sections 4.2.1, 5.2 and Table 6), and are alternates to hot- and wood structural panels must be determined in dip zinc galvanized fasteners with a coating weight in accordance with Tables 11.3.3A and 11.3.3.13, compliance with ASTM A153, Class D. The screws have respectively, of the 2012 ANSI/AWC National Design been evaluated for use with wood chemically treated with Specification for Wood Construction (NDS-2012) (Tables waterbome alkaline copper quaternary,Type D(ACQ-D). 11.3.2A and 11.3.213 of the 2005 NDS). For connections 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 ora recommendation for its use.There is no warranty by ICC Evaluation Service,LLC,express or implied,as ESR-3046 I Most Widely Accepted and Trusted Page 2 of 5 with SD screws, the thickness of the wood main member, Connections utilizing SDWF series screws have t,, must be equal to or greater than the screw length less allowable tension design values that are limited by the the thickness of the side member. lesser of: (a) the reference withdrawal design value given 3.2.4 Steel Members: For connections using the SD in Table 4, multiplied by the length of thread penetration series wood screws, steel side members must have a within the wall top plate and adjusted by all applicable minimum tensile strength, F,,, equal to 45 ksi (310.1 MPa), adjustment factors; (b) the allowable load for the TUW, as and design thicknesses(base-metal thickness exclusive of given in ESR-2320, and (c) the allowable screw tension any coatings) ranging from 0.0352 inch to 0.1026 inch strength given in Table 1. (0.894 mm to 2.606 mm), i.e., No.20 gage to No. 12 gage. 4.2 Installation: The hole in the steel side member for the SD screw must 4.2.1 General: SD series wood screws are installed with be predrilled or prepunched, and must have a standard a '/4-inch (6.35 mm) hex head driver, and SDWF series round hole diameter no greater than 0.156 inch s (3.962 mm)for the SD9, and 0.171 inch(4.343 mm)for the screws are installed with a /,s-inch (7.94 mm) hex head SD10. Hole sizes may deviate from these limitations when driver. Installation may performed without predrilling di the screws are recognized in a current evaluation report for wood members. Edge distances, end distances and use with a specific steel member with larger holes. spacing of the screws must be sufficient to prevent splitting of the wood, or as required by Table 5 of this report, The SDWF series screws are limited to use with the whichever is more restrictive. When use is in engineered Simpson Take-Up Washer (TUW), as described in wood products, the minimum fastener end and edge ESR-2320. distances and spacing must be in accordance with Table 5 4.0 DESIGN AND INSTALLATION of this report or in accordance with the recommendations of the engineered wood product manufacturer, whichever 4.1 Design: is more restrictive. 4.1.1 General: Reference lateral and withdrawal design The SD series wood screws and SDWF series screws values in the report are for allowable stress design, and have corrosion-resistant coatings that are recognized for must be multiplied by all applicable adjustment factors use in wood treated with waterborne alkaline copper specified in the NDS to determine adjusted design values. quaternary,Type D(ACQ-D),to a maximum retention level Design of connections using steel side plates must comply of 0.40 pcf(6.4 kg/M), or in other treated wood products with Section 10.2.3 of the NDS. When designing a that have been demonstrated to have lower levels of connection, the structural members must be checked for corrosivity. These fasteners must be limited to use in the load-carrying capacity in accordance with Section 10.1.2 of applications and limitations defined in Table 6. the NDS, and local stresses within multiple-fastener 4.2.2 SD Series Wood Screws: When installing SD connections must be checked against Appendix E of the series wood screws,the bottom of the screw head must be NDS to ensure the capacity of the connection and fastener flush to the surface of the member being connected. The group. Connections containing multiple screws must also screws must not be overdriven. SD screws must be be designed in accordance with Sections 10.2.2 and 11.6 installed such that the threaded portion of the shank is fully of the NDS. Where the SD series wood screws are embedded within the main member. subjected to combined lateral and withdrawal loads, •0.0 connections shall be designed in accordance with Section 4.2.3 SDWF Series Screws; The,SDWF%grgcpr•must �q...• 11.4.1 of the NDS. The SDWF series screws must be installed through the hole in the,OnTr of the.TV\ty, normal • limited to applications in which they will be loaded in direct to the plane of the TUW, thrgggq jhe sole•plate and flood axial withdrawal/tension only (within a tolerance of cavity, and into the top plate 4t jhe floor below, until tie t2 degrees). Structural members forming the connection head of the SDWF screw ppulll s'° the TUW side tabs.... must be designed in accordance with the code. downward, thereby engagingstAe sank Ahe-&cew. TAe ' screws must not be overdriven.* The go/no-go gale':". later Reference Lateral Design Values: Reference supplied with the TUW, must!U used in accbidance All ' lateral (L7 design values for SD series wood screws the manufacturer's installa$on '4rstructiort? tb ensch8";' for single shear steel-to-wood connections loaded proper installation. See FiguV 1;ftt a typical•installation • perpendicular and parallel to grain are shown in Table 2. • Reference lateral (L) design values for SD series wood detail of the SDWF. . screws for single shear wood-to-wood connections loaded 5.0 CONDITIONS OF USE •• •••• perpendicular and parallel to grain are shown in Table 3. The Simpson Strong-Drive SD and SDWF-series screws Minimum connection geometries must comply with described in this report comply with, or are suitable Table 5. alternatives to what is specified in, those codes listed in Since the SDWF series screws are intended only for use Section 1.0 of this report, subject to the following in direct axial withdrawal/tension, reference lateral design conditions: values for the SDWF screws are outside the scope of this 5.1 The SD and SDWF series screws must be installed in report. accordance with the manufacturer's published 4.1.3 Reference Withdrawal Design Values and Pull- installation instructions, this evaluation report and the through Design Values: Design values for SD series applicable code. The most restrictive governs if there wood screws that are loaded in tension are limited by the are any conflicts between the manufacturer's allowable withdrawal load, with the exception that design published installation instructions and this report. values for connections having nominally 15/-inch-thick 5.2 Use of fasteners in locations exposed to saltwater or plywood or OSB side members must not exceed the head saltwater spray is outside the scope of this evaluation pull-through design value of 130 pounds (578 N). Reference withdrawal (W) design values for SD series report. wood screws are shown in Table 4, and are given in 5.3 The SDWF series screws must be limited to use in pounds oer inch of thread Denetration into the main dry conditions. with wood havina a moisture content ESR-3046 I Most Widely Accepted and Trusted Page 3 of 5 5.4 The SD and SDWF series screws are manufactured 7.0 IDENTIFICATION under a quality control program with inspections by The packaging is labeled with the fastener series ICC-ES. designation, the Simpson Strong-Tie Company name and 6.0 EVIDENCE SUBMITTED address, the fastener size, and the ICC-ES evaluation 6.1 Data in accordance with the ICC-ES Acceptance report number (ESR-3046). Each screw head is marked Criteria for Alternate Dowel-type Threaded Fasteners with the not-equal-to symbol (#), and numbers designating (AC233),dated June 2012. the screw size and length, as shown in Table 1. The SDWF screw is packaged with the Take-Up Washer 6.2 Data in accordance with the ICC-ES Acceptance (TUW)and a go/no-go gage for use in installation. Criteria for Corrosion-resistant Fasteners and Evaluation of Corrosion Effects of Wood Treatment Chemicals (AC257), dated October 2009 (editorially revised May 2012). TABLE 1-SCREW SPECIFICATIONS,NOMINAL BENDING YIELD STRENGTH,AND FASTENER ALLOWABLE STEEL STRENGTH FASTENER HEAD SCREW SPECIFICATIONS NOMINAL FASTENER DESIGNATION MARKING (inches) BENDING ALLOWABLE STEEL Screw Thread Unthreaded Minor Thread YIELD 3 STRENGTH' Length, Length', Shank (root) STRENGTH, (Ibf) L T Length, Diameter2, (ps) Tension Shear L-T D, SD9112 915 1.5 0.5 SD9212 925 2.5 1.5 0.109 510 425 1.0 188,000 SD10112 1015 1.5 0.5 SD10212 1025 2.5 1.5 0.122 555 445 SDWF2716 16 16.0 11.0 SDWF2720 20 20.0 1 15.0 5.0 S SDWF2724 24 24.0 19.0 0.240 NA2685 NAS SDWF2726 26 26.0 21.0 For SI: 1 inch=25.4 mm, 1 psi=6.89 kPa, 1 Ibf=4.45 N. 'Length of thread includes tip.See Figure 1. 2Minor thread diameter shown in the table is the minimum minor diameter. 3Bending yield strength determined in accordance with ASTM F1 57 5 using the minor thread(root)diameter,D,. "Allowable fastener loads are based on steel properties of the screw. Refer to Tables 2 and 3 for reference lateral (4 desigpyolues for steel-to-wood and wood-to-wood connections,respectively. Refer to Table 4 for reference withdrawal(W)desLgn vales. • -'SDWF series screws have not been evaluated for use in lateral loading applications. • • • •+•• •••`:• tI1VF iNSAWO • • ••SO V TABS TU • •••••• _ •• •.ARE ..... • TOP OF .••••• • TUV • • • • SOLE PLATE • r •.•••• THREAD LENGTH,T �" • • •SD9 X 2 4 scjEVS •• ••• J� i • • • • • 1 ••• SD Series Wood Screw` •• • -ruuK L CAVITY L THREAD LENGTH,T TOP PLATE CLOVER WALL: MINOR 0,Dr Installation of SDWF Screw SDWF Series Screw FIGURE 1-SD AND SDWF SCREWS ESR-3046 I Most Widely Accepted and Trusted Page 4 of 5 TABLE 2—REFERENCE LATERAL DESIGN VALUES(Z)FOR SINGLE SHEAR STEEL-TO-WOOD CONNECTIONS WITH SD SERIES WOOD SCREWS(pounds)'Z'3,d,6,6,7,s FASTENER DESIGNATION REFERENCE LATERAL DESIGN VALUE(Z) 0.42:5 SG<0.50 12) SG a 0.50121 SD9112 112 171 SD9212 112 200 SD10112 138 173 SD10212 165 215 For SI: 1 inch=25.4 mm,1 Ibf=4.45 N, 1 ksi=6.89 MPa. 'The side member must consist of steel having a minimum tensile strength(F„)of 45 ksi,and must have a design thickness Q.)no less than 0.0352 inches(No.20 gage)and no greater than 0.1026 inches(No. 12 gage). 'The main member must be either solid-sawn lumber or engineered lumber (e.g., LVL, PSL, and LSL). Main members must have a minimum assigned specific gravity or equivalent specific gravity(SG)of either 0.42 or 0.50,as indicated in the table above.The thickness of the wood main member, tm, must be equal to or greater than the screw length less the thickness of the side member. See Table 5 for minimum end and edge distances and fastener spacing. 3The uncoated minimum steel thickness of the cold-formed product delivered to the jobsite must not be less than 95 percent of the design thickness,ts. 'Holes in the steel side member must be predrilled or prepunched.Hole diameter must comply with Section 3.2.4 of this report. STabulated lateral design values(Z)must be multiplied by all applicable adjustment factors, including the load duration factor, Co,from the NDS as referenced in the IBC or IRC. 6Screws must be installed straight into the side grain of the wood main member with the screw axis at a 90-degree angle to the wood fibers. 'Minimum fastener penetration must be equal to the screw length less the thickness of the metal side plate. "Tabulated reference lateral design values apply to both parallel-and perpendicular-to-grain loading. TABLE 3—REFERENCE LATERAL DESIGN VALUES(Z)FOR SINGLE SHEAR WOOD-TO-WOOD CONNECTIONS WITH SD SERIES WOOD SCREWS(pounds)'2.3,4A.6,7 FASTENER DESIGNATION REFERENCE LATERAL DESIGN VALUE(Z) 0.42<_SG<0.50 r'''r SG>0.50",21 15/32"Side 23/32"Side 1%"Side 15132"Side 23132"Side 1'/2'Side Member Member Member Member Member Member SD9112 93 — — 105 — — SD9212 99 94 109 118 133 130 SD10112 102 — — 127 1 — +•• — SD10212 106 126 123 147 : ••i68 "♦ 152 ♦ •`;` ♦ For SI: 1 inch=25.4 mm, 1 Ibf=4.45 N, 1 ksi=6.89 MPa. ` • • • 'The nominal '5/32- and 23/32-inch-thick side members must be plywood or OSB with minimum equivalent sp@(540gravities (SO) of either • 0.42 or 0.50,as indicated in the table above. •••+ + . :`•`♦: 'The main member and 11/2-inch-thick side member must be either solid-sawn lumber or engineered lumber re,*,61L, PSL:Mcf CSL)witty•♦•• a minimum assigned specific gravity or equivalent speck gravity(SG)of either 0.42 or 0.50,as indicated in ftJ1klIq above.roe thickness • • 00♦ of the wood main member, I., must be equal to or greater than the screw length less the thickness of the side member. See Table 5 for00 9♦ ♦♦ ♦♦ • 0.000+ minimum end and edge distances and fastener spacing. 'When the assigned spec gravities or equivalent specific gravity(SG)of the main and side members are;dl048rI,the design values of • the wood with the lowest specific gravity(SG)must be used. • • • + 0 0 0 0 0 0 °Tabulated lateral design values(Z)must be multiplied by all applicable adjustment factors, including the load duration factor,`G!o from the ♦0900♦ NDS as referenced in the IBC or IRC. ♦♦` 0 9 ♦9♦ 5Screws must be installed straight into the side grain of the wood members with the screw axis at a 90-degree angle to the Wt9q fibers. "Minimum fastener penetration must be equal to the screw length less the thickness of the wood side member. 'Tabulated reference lateral design values apply to both parallel-and perpendicular-to-grain loading. ESR-3046 I Most Widely Accepted and Trusted Page 5 of 5 TABLE 4—REFERENCE WITHDRAWAL DESIGN VALUES(IA/)FOR SCREWS INSTALLED IN THE SIDE GRAIN OF A WOOD OR STRUCTURAL COMPOSITE LUMBER MAIN MEMBER FASTENER SCREW LENGTH, THREAD LENGTH, REFERENCE WITHDRAWAL DESIGN VALUE,W(lbs/inch)'-2,3 DESIGNATION L T 0.42_<SG<0.50141 0.50:5 SG<0.55141 SG>_0.55(41 SD9112 1.5 122 173 173 SD9212 2.5 1.0 SD10112 1.5 SD10212 2.5 122 173 173 SDWF2716 16.0 SDVVF2720 20.0 5.0 180 250 295 SDWF2724 24.0 SDWF2726 26.0 For SI: 1 inch=25.4 mm, 1 Ibf/inch=4.44 kPa. 'The tabulated reference withdrawal design value, W,is in pounds per inch of the thread penetration into the side grain(or face grain)of the main member.Thread penetration is the portion of the threaded length held in the main member, including the screw tip. SD screws must be installed such that the threaded portion of the shank is fully embedded within the main member. SDWF screws must be installed such that the threaded length embedded within the wall top plate is at least 3 inches. 2The tabulated reference withdrawal design value, W,must be multiplied by all applicable adjustment factors from the NDS as referenced in the IBC or IRC. 3For SD screw connections with nominal 15/3rinch-thick plywood or OSB side members, reference withdrawal design values, W must be limited by the head pull-through design value of 130 pounds. `Wood main members must have a minimum assigned specific gravity or equivalent specific gravity(SG)as indicated in the table above. TABLE S--CONNECTION GEOMETRY SCREW CONDITION' MINIMUM DISTANCE OR SPACING(in.) SERIES Main Member Wood Side Member Edge distance Perpendicular to grain loading 1 1 Parallel to grain loading 1/2 1/2 Perpendicular to grain loading 2 27/,e End distance Parallel to grain loading SD (Loading toward or away from end) 2 2/'s Between fasteners in a row 2 L Va.• • • Spacing Between rows '/2 •• • 13L,s•6• •• • Between staggered rows 1/2 •• .. 12* • .. 066 Edge distance Withdrawal loading 1 0000 A2 •• *00: SDWF End distance Withdrawal loading 4 ••••0 M410 0 ,• •• • • 00•• e • •• •• Spacing Between fasteners in a row 8 • • �1 For SI: 1 inch=25.4 mm. •••••• :0• 'Edge distances, end distances and spacing of the screws must be sufficient to prevent splitting of the weod,orfs regµjred by this talye,••;• 0.060 whichever is the more restrictive. • . 0• 2The SDWF series screws must be used with the Take-Up Washer(TUW),as described in ESR-2320. •0 0 0 :0: •••• •• • TABLE 6—RECOGNIZED EXPOSURE CONDITIONS FOR SIMPSON STRONG-TIE SD AND SDWF FASTENERS EXPOSURE TYPICAL APPLICATIONS RECOGNITION LIMITATIONS CONDITION Limited to use where equilibrium moisture content of the 1 Treated wood in dry use applications chemically treated wood meets the dry services condition as described in the NDS 3 General construction Limited to freshwater and chemically treated wood exposure, e.g.,no saltwater exposure Florida Building Code Online Page 1 of 3 9- 41Y � BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats&Facts Publications FBC Staff SCIS Site Map Links Search Business Professional4ProductApproval ., Product Approval Menu>Product or Application Search>Application List>Application Detail FL# FL17236-RO Application Type New Code Version 2010 Application Status Approved *Approved by DBPR.Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer USP Structural Connectors,a MiTek Company Address/Phone/Email 14305 Southcross Drive Suite 200 Burnsville,MN 55306 (952)898-8602 jcollins@mii.com Authorized Signature Jim Collins P.E. jcollins@mii.com Technical Representative Jim Collins,P.E. Address/Phone/Email 14305 South Cross Drive Suite 200 •••• Burnsville,MN 55306 • •••• •••••• (952)898-8602 • • • jcollins@mii.com " • • • • 0000•• •• • 0000•• 0009• • Quality Assurance Representative Todd Asche • ••••" Address/Phone/Email 14305 Southcross Drive •' •. i•••i• Suite 200 9000 • �•�� Burnsville,MN 55306 000000 •• • ••••• (952)898-8602 0 • • • 9 ••::.a •• •• • 0 tasche@mii.com 00 ••090• � • • • 0000•• Category Structural Components :••••• Subcategory Wood Connectors a..* ••• •••••' • ••• • • •• • 9 • Compliance Method Evaluation Report from a Product Evaluation Entity Evaluation Entity ICC Evaluation Service,LLC Quality Assurance Entity PFS Corporation Quality Assurance Contract Expiration Date 12/31/2020 Validated By Terrence E.Wolfe P.E J Validation Checklist-Hardcopy Received Certificate of Independence FL17236_RO COI_Certification of__Ind.epPndence_for E_valuat on,pdf Referenced Standard and Year(of Standard) Standard Year AF&PA N.D.S 2005 ASTM D7147 2005 Equivalence of Product Standards Certified By Sections from the Code http://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvOQpGQvtVmP... 5/7/2015 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option C Date Submitted 10/09/2014 Date Validated 10/24/2014 Date Pending FBC Approval Date Approved 10/24/2014 Date Revised 04/06/2015 Summary of Products FL# Model,Number or Name Description 17236.1 BN264,BN284 Breakfast Nook Hanger Limits of Use Installation Instructions Approved for use in HVHZ:No FL17236 RO II ESR3448.pdf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other:Requires supplementary connection for minimum FL17236 RO AE ESR-3448.odF 700#uplift for use in HVHZ. 17236.2 FTC1,FTC1F,FTC2,FTC2F,FTC32 Floor Truss Clip Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL17236 RO II ESR-3448.pdf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service,LLC Impact Resistant.,N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FL17236 RO AE ESR-3448.pdf 17236.3 GT2T4B,GT2T6B,GT2T8B, Girder Truss Hanger GT3T4B,GT3T4BH,GT3T6B, GT3T6BH,GT3T8B,GT3T8BH, GT4T4B,GT4T4BH,GT4T6B, GT4T6BH,GT4T8B,GT4T8BH, 0000 GT5T8BH • • • Limits of Use Installation Instructions • • • • .•• • Approved for use in HVHZ:No FL17236_RO__II_ESR-3448..df•• • • • ' Approved for use outside HVHZ:Yes Verified By: ICC Evaluation s"ieq tL'C •• ' •••••• Impact Resistant:N/A Created by Independent Third.Rrpob• • ' ' Design Pressure:N/A Evaluation Reports . • • • Other: FL17236 RO AE ESR-3448.odf• ••• •••••• 17236.4 GTU40,GUT80,GTU100 Girder Truss Hanger •".•• •••• . •••••• Limits of Use Installation Instructions ' • • Approved for use in HVHZ:Yes FL17236 RO II ESR-3448.pdf•••••• ' • Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Seaice*LLt • • •••••• Impact Resistant:N/A Created by Independent Third Party: • •••"' • • • • Design Pressure:N/A Evaluation Reports • • • •••••• Other: FL17236 RO AE ESR-3448.pdf•• • • "' 17236.5 HCPRS Hurricane/Seismic Anchor Limits of Use Installation Instructions Approved for use in HVHZ:No FL17236 RO II ESR-3448.odf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FL17236 RO AE ESR-3448.W 17236.6 HGA10 Hurricane Gusset Angle Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL17236 RO II_ESR-3448_pdf Approved for use outside HVHZ:Yes Verified By: ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FL17236 RO AE ESR-3448.odf 17236.7 HHCP2 Hurricane/Seismic Anchor Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL17236_R-0. II ESR-344&pdf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvOQpGQvtVmP... 5/7/2015 Florida Building Code Online Page 3 of 3 Design Pressure:N/A Evaluation Reports Other: FL17236 RO AE ESR-3448.odf 17236.8 HTHJ26-18,HJC26,HJC28 Hip/Jack Connectors Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL17236 RD IIESR-344F3._pdf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FL17236 RO AE ESR-3448.odf 17236.9 LDSC4L/R,DSC4L/R Drag Strut Connectors Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL17236-,_RO_II_ESR-3448.pdf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FL17236 RO AE ESR-3448.odf 17236.10 RT16A,RT16-2,RT20 Strap Rafter Tie Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL17236 RO II ESR-3448.pdf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FL17236 RO AE ESR-3448.pdf __j 17236.11 RR 3 ,RT4,RTS,RT6,RT7,RT7A, Strap Rafter Tie RIBA,RT10,RT15 Limits of Use Installation Instructions Approved for use in HVHZ:No FL17236 RO II ESR-3448.pdf Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,LLC Impact Resistant:N/A Created by Independent Third Party: Design Pressure:N/A Evaluation Reports Other: FL17236 RO AE ESR-3448.odf 17236.12 SBP4,SBP6 Plate Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL17236_RO 11 ESR-3448.pdf "" Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service,.LC 0000 • •••••• Impact Resistant:N/A Created by Independent ThircipParle •• • Design Pressure:N/A Evaluation Reports " • 09 :9:9: • Other: FL17236 RO AE ESR-3448.ofif•e••• •• ' **goo* 17236.13 STC24,STC26,STC28 Scissor Truss Clip *000 e • • • Limits of Use Installation Instructions *ease' • 00000 Approved for use in HVHZ:Yes FL17236_R0,11_ESR 3448._pdf 0•••• 0* e •••••• Approved for use outside HVHZ:Yes Verified By:ICC Evaluation Service, LLC ••••e• 0 0.... Impact Resistant:N/A Created by Independent Third"rtf:' • Design Pressure:N/A Evaluation Reports 000000 • ' Other: FL17236 RO AE ESR-3448.odf ' : • • •••••• • • •ecce• Back Next •' ' Contact Us::1940 North Monroe Street.Tallahassee FL 32399 phone:850-487-1824 The State of Florida is an AA/EEO employer.Coovnaht 2007-2013 State of Florida_::Privacy Statement::Accessibility Statement::Refund Statement Under Florida law,email addresses are public records.If you do not want your e-mail address released in response to a public-records request,do not send electronic mail to this entity.Instead,contact the office by phone or by traditional mail.If you have any questions,please contact 850.487.1395.'Pursuant to Section 455.275(1),Florida Statutes,effective October 1,2012,licensees licensed under Chapter 455,F.S.must provide the Department with an email address if they have one.The emails provided may be used for official communication with the licensee.However email addresses are public record.If you do not wish to supply a personal address,please provide the Department with an email address which can be made available to the public.To determine if you are a licensee under Chapter 455,F.S.,please dick here. Product Approval Accepts: M sccurih http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvOQpGQvtVmP... 5/7/2015 e ICC EVALUATION SERVICE Most Widely Accepted and Trusted ICC-ES Evaluation Report ESR-3448 Reissued March 2014 This report is subject to renewal October 1, 2016. -.-. (800)423-6687 1 (562) 699-0643 A Subsidiary of the International Code Council® DIVISION:06 00 00—WOOD, PLASTICS AND 3.2 LDSC4 and DSC4 Drag Strut Connectors: COMPOSITES The LDSC4 and DSC4 Drag Strut Connectors are Section: 06 05 23—Wood, Plastic,and Composite designed to tie wooden truss chord members to the top Fastenings plates in a wall system.The connectors are fabricated from REPORT HOLDER: No. 14 gage or No. 3 gage hot-rolled steel. The DSC4 is prepunched with holes for installation with United Steel UNITED STEEL PRODUCTS COMPANY Products WS3 wood screws, which are provided with the 14305 SOUTHCROSS DRIVE,SUITE 200 device. The LDSC4 Drag Strut is prepunched for BURNS OUTH MINNESOTA 55306 installation with 10d by 11/2-inch-long nails. See Table 2 BUR SVILL72 and Figure 2 for product dimensions, fastener schedule, i allowable loads,and a typical installation detail. 3.3 FTC Floor Truss Clip: The FTC Floor Truss Clip is designed to transfer vertical EVALUATION SUBJECT: (in-plane) loads between two floor trusses having single- ply chords or double-ply chords to allow the two trusses to USP STRUCTURAL CONNECTORS FOR WOOD- act as a single floor girder truss. The clip is cold-formed FRAMED CONSTRUCTION–TRUSS CONNECTORS from 18 gage steel, and is prepunched for 10d common or 10d by 11/2-inch-long nails. See Table 3 and Figure 3 for 1.0 EVALUATION SCOPE product dimensions, fastener schedule, allowable loads, Compliance with the following codes: and typical installation details. ■ 2012,2009 and 2006 International Building Code®(IBC) 3.4 GT Girder Truss Hanger: ''" ■ 2012, 2009 and 2006 Intemational Residential Codee The GT girder truss hanger is desWed to. hppg girder .• (IRC) trusses off of other girder trusses or other wegg Supporting...:. members. The 13orfion U-shaped 1 p of the danger iS . Property evaluated: fabricated from No. 7 gage hbi toped steel plate, and iS•.•' Structural factory welded to the back plajd,eHich is falopieated frorp,.• No. 3 gage hot-rolled steel platd!'1tfe U-shaped portion of. • 2.0 USES the hanger is prepunched for irt';M41Wtit)n witli I 9 common The USP structural connectors described in this report nails, and the back plate of the tt9hger is Orovided with o (see Table 14 for a complete listing) are used to connect holes allowing the installation gheC" 3/4-inch- br 1-inch- e• diameter 19.1 or 25.4 mm bolts. See Tabl *000 wood framing members in accordance with Section ( ) $4s�.t.Figure 2304.9.3 of the 2012, 2009 and 2006 IBC. The connectors 4 for product dimensions, fastenej%chedulbs, allowable....: may also be used in structures regulated under the IRC loads,and a typical installation aeteil. - .• ;.; 00 when an engineered design is submitted to, and approved ' 9 9 PP 3.5 GTU Girder Truss Hanger: by, the code official, in accordance with Section R301.1.3 The GTU Girder Truss Hanger is designed to support a of the 2012,2009 and 2006 IRC. g g pp girder truss from another girder truss. The girder truss 3.0 DESCRIPTION hanger is fabricated from No. 7 gage hot-rolled steel plate, 3.1 BN Breakfast Nook Hanger: and 3 prepunched for installation with 10d common nails and /4-inch-diameter (19 mm) bolts. The seat is factory- The BN Breakfast Nook Hanger is designed to connect welded to the supporting base with 3/16-inch (4.8 mm) fillet four sets of mono-trusses or other wood-framing members welds. See Table 5 and Figure 5 for product dimensions, in the traditional "breakfast nook" configuration. The fastener schedule, allowable loads, and a typical hanger is cold-formed from No. 14 gage steel, and is installation detail. prepunched for installation with 10d common nails into the 3.6 HCPRS Hurricane/Seismic Anchor: header and 10d by 11/2-inch-long nails into the joist. The hanger joints are factory-welded with 1/6-inch(3.2 mm)fillet The HCPRS Hurricane/Seismic Anchor is designed to tie welds. See Table 1 and Figure 1 for product dimensions, trusses and rafters or dimensional 2-by lumber wall studs fastener schedule, allowable loads, and typical installation to bottom plates for the purpose of resisting uplift, lateral details. and transverse loads. The anchor is cold-formed from No. 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 .G ESR-3448 I Most Widely Accepted and Trusted Page 2 of 19 18 gage steel, and is prepunched for installation with 8d dimensions, fastener schedule, allowable loads, and a common or 8d by 11/2-inch-long nails. See Table 6 and typical installation detail. Figure 6 for product dimensions, fastener schedule, 3.13 Materials: allowable loads, and a typical installation detail. 3.7 HGA10 Hurricane Gusset Angle: 3.13.1 Steel: The specific types of steel and corrosion protection for each product are described in Table 13 of The HGA10 Hurricane Gusset Angle is a connector this evaluation report. Minimum base-steel thicknesses for designed to connect wood-framing members together. The the different gages are shown in the following table: connector is cold-formed from No. 14 gage steel, and is GAGE NO. MINIMUM BASE-STEEL THICKNESS(inch) prepunched for installation with United Steel Products WS3 or WS 15 wood screws,which are supplied with the device. 18 0.044 See Table 7 and Figure 7 for product dimensions,fastener 16 0.055 schedule,allowable loads,and typical installation details. 14 0.070 3.8 HHCP2 Hurricane/Seismic Anchor: 12 0.099 The HHCP2 Hurricane/Seismic Anchor is designed to 7 0.171 connect hip rafters or trusses to wall top plates, such that 3 0.240 the rafter or truss bisects the 90-degree angle between the two intersecting wall planes. The anchor is cold-formed For SI: 1 inch=25.4 mm. from No. 18 gage steel, and is prepunched for installation 3.13.2 Wood: Wood members must be sawn lumber or with 10d by 11/2-inch-long nails. See Table 8 and Figure 8 structural glued laminated timber with a minimum specific for product dimensions, fastener schedule, allowable gravity of 0.50, or approved structural composite lumber loads, and a typical installation detail. (SCL) with a minimum equivalent specific gravity of 0.50, 3.9 HJC and HTHJ Hip/Jack Connectors: unless otherwise noted in the applicable table within this report. Wood members must have a moisture content not The HJC and HTHJ Hip/Jack Connectors are designed to exceeding 19 percent (16 percent for SCL), except as support single-ply hip and jack trusses from double-ply noted in Section 4.1. For connectors installed with nails girder trusses.The hip truss is installed at 45 degrees with compliance to Section 3.13.3.2 or USP WS series wood respect to the jack truss.The HJC series connector is cold- screws compliance with Section 3.13.3.3, the thickness of formed from No. 12 gage steel, and is prepunched for each wood member must be sufficient such that the installation with 16d common nails to be installed into the specified fasteners do not protrude through the opposite supporting truss or girder bottom chord and 10d common side of the member, unless otherwise permitted in the nails for nailing into the hip and jack members. The HTHJ applicable table within this report. Wood members that are series connector is cold-formed from No. 18 gage steel, SCL must be recognized in, and used in accordance with, and is prepunched for installation with 16d common nails. a current ICC-ES evaluation report. Refer to y§gq%on 3.13.4 See Table 9 and Figure 9 for product dimensions,fastener for issues related to treated wood. • schedule, allowable loads,and typical installation details. •••• "'`:' 3.10 RT Strap Rafter Tie: 3.13.3 Fasteners: Required t'asteliei types end•3izes for •• use with the USP structural gvvwc ors descAted in this•••• The RT Strap Rafter Tie is designed to connect roof rafters evaluation report are specified jq$ tions 3.13.3.1 througl•.•.; and trusses to their supporting construction. All RT series 3.13.3.3 and in Tables 1 througtt12.• 0 0 0 • connectors, except the RT10 and the RT20, connect roof ..... .... rafters or trusses to the top plate. The RT10 and RT20 3.13.3.1 Bolts: At a minimum!'Lldlts must comply wit�i0 ••• connect the rafter or truss to both the top plate and the ASTM A36 or ASTM A307, ""Ist ham%%nimum bending vertical wall stud below. The RT connector is fabricated 9 Y ield strength of psi (310'1VIPa). BoR from No. 18 or No. 16 gage steel, and is prepunched for diameters must be as specified*n 4 applicabl2 tables of •. • installation with 8d common, 8d by 1 this evaluation report./2-inch-long, 10d •...•••• common or 10d by 11/2-inch-long nails. See Table 10 and 3.13.3.2 Nails: Nails used for aonnedors despr%q in thi$ Figure 10 for product dimensions, fastener schedule, report must comply with material requireme tse ppysical allowable loads,and typical installation details. properties, tolerances, workmanship, protective coating 3.11 SBP Plate: and finishes, and packaging and package marking requirements specified in ASTM F1667; and must have The SBP plate is used to connect rafters and trusses to the lengths, diameters and bending yield strengths, Fyb, as top plate, to resist uplift loads, as well as in-plane shown in the following table: horizontal loads parallel and perpendicular to the top plate. The SBP plate is provided as a two-piece installation on FASTENER SHANK MINIMUM each side of the member beingsupported. p FASTENER pported. The SBP late LENGTH DIAMETER REQUIRED is cold-formed from No. 16 gage steel, and is prepunched DESIGNATION (inches) (inch) F,,b(psi) for installation with 10d common nails into the plate and 8d-1% 1.5 0.131 100000 either 10d common nails or 10d by 11/2-inch-long nails into 8d common 2.5 0.131 100000 the truss. See Table 11 and Figure 11 for product 10d common 3.0 0.148 90000 dimensions, fastener schedules, allowable loads, and a typical installation detail. 10d-1'i2 1.5 0.148 90000 3.12 STC Scissor Truss Clip: 16d common 3.5 0.162 90000 The STC Scissor Truss Clip is designed to connect a For SI: 1 inch=25.4 mm, 1 psi=6,895 Pa. single-ply scissor truss to nominally 2-by-4, 2-by-6 or 2-by- 3.13.3.3 WS Series Wood Screws: The WS series wood 8 wall top plates.The connector is cold-formed from No. 12 screws used with the HGA and DSC connectors must be gage steel, and has prepunched horizontal nail slots for United Steel Products WS3 and WS15 wood screws, as horizontal adjustment of the scissor truss, and prepunched described in ESR-2761. The appropriate size of WS series ESR-3448 I Most Widely Accepted and Trusted Page 3 of 19 3.13.4 Use in Treated Wood: Connectors and fasteners 2009 IBC,and Section 1704 of the 2006 IBC. used in contact with preservative-treated or fire-retardant- 4.3.2 Seismic-Force-Resisting System under the IBC: treated wood must comply with Sections 2304.9.5 in the Periodic special inspection must be conducted for 2012, 2009 and 2006 IBC or Section R317.3 of the 2012 components within the seismic-force-resisting system, and 2009 IRC or Section R319.3 of the 2006 IRC. The where required in accordance with Sections 1704.2 and lumber treater or the holder of this report (United Steel 1705.11 of the 2012 IBC, and Sections 1704 and 1707 of Products Company), or both, should be contacted for recommendations on the appropriate level of corrosion the 2009 and 2006 IBC. resistance for the connectors and fasteners as well as the 4.3.3 Installation under the IRC: Special inspections connection capacities of the fasteners used with the are normally not required for connectors used in structures specific proprietary preservative-treated or fire-retardant- regulated under the IRC. However, for components and treated lumber. systems requiring an engineered design in accordance 4.0 DESIGN AND INSTALLATION with IRC Section R301, periodic special inspection requirements and exemptions must be in accordance with 4.1 Design: Sections 4.3.1 and 4.3.2 of this report. The allowable loads given in Tables 1 through 12 are 5.0 CONDITIONS OF USE based on allowable stress design.The use of the allowable loads for the products listed in Table 13 must comply with The USP Structural Connectors described in this report all applicable requirements and conditions specified in this comply with, or are suitable alternatives to what is evaluation report. The tabulated allowable loads are for specified in,those codes listed in Section 1.0 of this report, normal load duration and/or short load duration, based on subject to the following conditions: load duration factors, Co, in accordance with Section 5.1 The connectors must be manufactured, identified, 10.3.2 of the NDS, as indicated in Tables 1 through 12 of designed, and installed in accordance with this report this evaluation report. No further increases are permitted and the manufacturer's published installation for load durations other than those specified. The tabulated instructions. A copy of the manufacturer's published allowable loads are for connections in wood used under installation instructions must be available at the continuously dry conditions where the maximum moisture jobsite at all times during installation. In the event of a content in wood is 19 percent(16 percent for SCL) or less, conflict between this report and the manufacturer's and sustained temperatures are limited to 100°F (37.8°C) published installation instructions,this report governs. or less. When connectors are installed in wood having a moisture content greater than 19 percent (16 percent for 5.2 Calculations showing compliance with this report must SCL), or where the in-service moisture content in wood is be submitted to the code official. The calculations expected to exceed this value, the applicable wet service must be prepared by a registered design professional factor, CM must be applied. Unless otherwise noted in the where required by the statutes of the jurisdiction in tables of this report, the applicable wet service factor, CM, which the project is to be constructed. .... is as specified in the NDS for lateral loading of dowel-type 5.3 Connected wood mempers.•grid fasAthdrs must":• fasteners. When connectors are installed in wood that will comply with Sections 3.13.£sand'3.13.3.YeVitctively. `. experience sustained exposure to temperatures exceeding ,. •• ••••• 5.4 Adjustment factors, notectin lection 4.1 ofs report 100°F (37.8°C), the allowable loads in this evaluation ....Must• thi ••••• and the applicable codes, mule considered where report must be adjusted by the temperature factor, Cr. applicable. .````. •••••• specified in Section 10.3.4 of the NDS. The group action •••• so*** factor, CQ, has been accounted for, in accordance with 5.5 Use of connectors and WtoA%s with 1xe9ervativ0L•11.0• Section 10.3.6 of the NDS, in the tabulated allowable treated or fire-retardant-ttq t¢d`lumber•oriu5t be in•••;• loads, where applicable. For connectors installed with accordance with Section 3,14.4.• • •, bolts, minimum edge distances and end distances within • • • """ 5.6 Factory-welded connectors identfiied in.Tali�e.14 are the wood members must be met, such that the geometry . manufactured at the de ' n facilities under ar+••••• factor, Ca, is 1.0, in accordance with NDS Section 11.5.1. E . Connected wood members must be checked for load- approved quality control pregrarrt with �Sp�C 0 by carrying capacity at the connection in accordance with ICC-ES. •• NDS Section 10.1.2. 6.0 EVIDENCE SUBMITTED 4.2 Installation: Data in accordance with the ICC-ES Acceptance Criteria Installation of the USP structural connectors must be in for Joist Hangers and Similar Devices (AC13), dated accordance with this evaluation report and the October 2010(editorially revised December 2011). manufacturer's published installation instructions. Bolts 7.0 IDENTIFICATION must be installed in accordance with NDS Section 11.1.2. Each connector described in this report is identified by the WS series wood screws must be installed in accordance product model (stock) number, the number of the ICC-ES with ESR-2761. index evaluation report for United Steel Products Company 4.3 Special Inspection: (ESR-2685), and by one or more of the following 4.3.1 Main Wind-Force-Resisting System under the designations: USP, or United Steel Products Company. IBC: Periodic special inspection must be conducted for Labels on factor-welded connectors identified in Table 14 components within the main wind-force-resisting system, as being manufactured under an approved quality control where required in accordance with Sections 1704.2 and program. 1705.10 of the 2012 IBC, Sections 1704 and 1706 of the ESR-3448 I Most Widely Accepted and Trusted Page 14 of 19 TABLE 10—RT STRAP RAFTER TIE ALLOWABLE LOADS"" FASTENER SCHEDULE ALLOWABLE STOCK STEEL LOAD LOADS NO. GAGE Rafter/Truss Plate Stud DIRECTION (lbs.) Clty Type Qty Type Clty Type CD=1.6 8d Common 8d Common Uplift 610 RT3A 18 4 -or- 4 -or- — — Perp(F,) 190 8d x 11/2 8d x 11/2 Parallel(F2) 190 8d Common 8d Common Uplift 410 RT4 18 4 -or- 4 -or- — — Perp(F,) 215 8d x 02 8d x 02 Parallel(F2) 215 8d Common 8d Common Uplift 540 RT5 18 4 -or- 4 -or- — — Perp(F,) 265 8d x 11/2 8d x 02 Parallel(F2) 265 Uplift 665 RT6 18 8 10d x 02 6 10d x 02 — — Perp(F,) 800 Parallel(F2) 800 Uplift 585 RT7 18 5 8d Common 5 8d Common — — Perp(F,) 195 Parallel(F2) 195 8d Common 8d Common Uplift 670 RT7A 18 5 -or- 5 -or- — — Perp(F,) 210 8d x 11/2 8d x 11/2 Parallel(F2) 210 10d Common 10d Common Uplift 775 RTBA 18 5 -or- 5 -or- — — Perp(F,) 215 10d x 11/2 10d x 1'/2 Parallel(F2) 215 Uplift ...X85 RT10 18 6 8d Common 8 8d Common 6 8d Common Perp(E,) •0.•145 •4•••• • PSWA 42) • •495 '• •• 51 •••• RT15 18 5 8d x 11/2 5 8d Common — — Pe"tP,1 X500 • ••'• Parallel 10f) :••XI'M • ••r 10d Common MIj0 0 ••1 x380 • •• RT16A 18 9 10d x 02 8 -or- 8pp Poo*:* 10d x 11/2 P lbtn %x45 •• 8d Common 8d Common *Uplift •••t,1e0 • RT16-2 18 8 -or- 8 -or- — — PEr�•(f`�)t •• b55 t• ••t 8d x 02 8d x 02 Parallel(F2) ••41 S Uplift 1,200 RT 20 16 9 10d x 11/2 4 10d Common 9 10d x 11/2 Perp(F,) — 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. 2Allowable loads shown are for installations in wood members complying with Section 3.13.2. 3See Section 3.13.3 for required fastener dimensions and mechanical properties. �0 v� Miami Shores Village \' MAY 1 �► M5b� Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 i .:` • '_= Tel: (305)795-2204 Fax: (305)756-8972 INSPECTION LINE PHONE NUM 762-4949 {�F BC 20 t,C) BUILDINGEVISION s er Permit No. PERMIT APPLIC sub Permit No. 7 BUILDING ❑ ELECTRIC D4ROOFING ❑ REVISION ❑ EXTENSION ❑RENEWAL ❑PLUMBING ❑ MECHANICAL [:]PUBLICWORKS ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 1�6 /'�� lLD C7/- City: Miami Shores County: Miami Dade Zip: 37�/ Folio/Parcel#: Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name(Fee Simple Titleholder)- y L Wg z2h"� Phone#. cf Z_— d _� Address:/�y. City: '/f;W/ State: �� Zip: Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: (D Phone#: Address: City: State: Zip: Qualifier Name: Phone#: State Certification or Registration#: Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: f4l?71,12AJ 0/1' 7FWrZ,9,f "--le-f-SZ-) /h ?,/� Ao'_Z7E y�2rn Q V�� 6�e /,A Specify color of c or thru tile: Submittal Fee$ Permit Fee$ ` Q CCF$ CO/CC$ Scanning Fee$ Radon Fee$ DBPR$ Notary$ Technology Fee$ Training/Education Fee$ Double Fee$ 4 Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ 3Z(4 (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS,TANKS,AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seyz-n--( ays after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection a will be charged. Signature - Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledgeded before me this B 0 day of 20 0 S by day of 20 by who is pe to who is personally known to me or who has produced , i uu as me or who has produced as `\ Q UO ..1 identification and who did taked1S,''' identification and who did take an oath. . NOTARY PUBLIC: qQ 5S\U1 NOTARY PUBLIC: Sign: Sign: Print: /�nTl� S ��` Print: Seal: 10 Seal: APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised 02/24/2014) OR IE 4 hores Village & ♦SND Building Department loss ,....� 10050 N.E.2nd Avenue Miami Shores, Florida 33138 o� Tel: (305) 795.2204 Fax: (305) 756.8972 REV S Page 1 of 1 Permit No: RC 2 SSo Structural Critique Sheet TLC r P�c O t.J o g) ,7� S . fP� e ce 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 v( ct(�e., Miami Shores Village Building Department OCT 28 2014 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 ❑ CHANGE OF ❑ CANCELLATION ❑ SHOP 15 j' CONTRACTOR DRAWINGS JOB ADDRESS: �/b 11 C) +! , / City: Miami Shores County: Miami Dade Zig:L fo 1 Folio/Parcel#: �'y/(]P Is the Building Historically Designated:Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name(Fee Simple Title -holder): �Z �'l /� 'u Phone#: ® - -mss f Address:�/, G lu F-f Ild /�� City: )/y AA t IS PV State: t, Zip: Tenant/Lessee Name: Phone#: Email: CONTRACTOR:Company Name: �" Phone#: Address: City: State: Zip: Qualifier Name: Phone#: State Certification or Registration#: Certificate of Competency#: DESIGNER:Architect/Engineer: Phone#: Address: City: State: Zip: Work for this Permit:$ Square/Linear Footage of Work: Type of Work: ❑ Addition t❑ Alteration ❑ New [� Repair/Replace ❑ Demolition "tion of Work: /(et G ao-P `/i(//llyfTl� ga Specify color of color thru tile: Submittal Fee$ Permit Fee$ �oo- CCF$ 'l . (0(3 CO/CC$ 0'`'� Scanning Fee$ 2 - W Radon Fee$ _ - (0 DBPR$ 7 Notary$ ( ) Technology Fee$ C) �� Training/Education Fee$ 0 .2-0 Double Fee$ Structural Reviews$ Bond$ TOTAL FEE NOW DUE$ (Revised02/24/2014) Bonding Company's Name(if applicable) Bonding Company's Address City State Zip Mortgage Lender's Name(if applicable) Mortgage Lender's Address City State Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS,TANKS,AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding$2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved an reins tion fee will be charged. 1 Signature , Signature OWNER or AGENT CONTRACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this day of 20 by day of 20 by who is personally known to who is personally known to me or who has produced — -C(2AJrZ as me or who has produced as identification and who did take�661/////, identification and who did take an oath. NOTARY PUBLIC: O��Xpj �G '%� NOTARY PUBLIC: 'y0l / 6 9 Sign: r' z o� p�B _ Sign: Print: �c�` r73�59 Print: Seal: //1111111 n i I00\ Seal: APPROVED BY Plans Examiner Zoning Structural Review Clerk (Revised02/24/2014) f �5jVkCR Miami Shores Village Building Department 10050 N.E.2nd Avenue RIDp Miami Shores, Florida 33138 Tel: (305)795.2204 Fax: (305) 756.8972 OWNER BUILDER DISCLOSURE STATEMENT AD'MtSS: Al `0 - t alnt Do hereby petition the Village of Miami Shores to act as my own contractor pursuant to the laws of the State of Florida,F.S 489.103(7).And I have read and understood the following disclosure statement,which entitles me to work as my own contractor;I further understand that I as the owner must appear in person to complete all applications. State Law requires construction to be done by a licensed contractor.You have applied for a permit under an exception to the law.The exemption allows you,as the owner of your property,to act as your own contractor even though you do not have a license.You must supervise the construction yourself.You may build or improve a one-family or two-family residence.You may also build or improve a commercial building at a cost of$25,000.00 or less(The new form states 75,000).The building must be for your own use and occupancy.It may not be built for sale or lease.If you sell or lease a building you have built yourself within one year after the construction is complete,the law will presume that you built for sale or lease,which is a violation of this exemption.You may not hire an unlicensed person as a contractor.It is your responsibility to make sure the people employed by you have licenses required by state law and by county or municipal licensing ordinances.Any person working on your building who is not licensed must work under your supervision and must be employed by you,which means that you must deduct F.I.C.A and with-holdings tax and provide workers'compensation for that employee,all as prescribed by law.Your construction must comply with all applicable laws,ordinances,buildings codes and zoning regulations. Please read and initial each paragraph. 1. 1 understand that state law requires construction to be done by a licensed contractor and have applied for an owner-builder permit under an exemption from the law.The exemption specifies that I,as the owner of the property listed,may act as my own contractor with certain restrictions even though I do not have a license. Initial 2. 1 understand that building permits are not required to be signed by a property owner unless he or she is responsible for the construction and is not hiring a licensed contractor to assume responsibility. Initial 3. 1 understand that,as an owner builder,I am the responsible party of record on a permit.I understand that I may protect myself from potential,' financial risk by hiring a licensed contractor and having the permit filed in his or her name instead of my own name.I also understand that the contractor is required by law to be licensed in Florida and to list his or license numbers on permits and c ntracts. Initial 4. 1 understand that I may build or improve a one family or two-family residence or a farm outbuilding.I may also build or improve a commercial building if the costs do not exceed$75,000.The building or residence must be for my use or occupancy. It may not be built or substantially improved for sale or lease. If a building or residence that I have built or substantially improved myself is sold or leased within 1 year after the construction is complete,the law will presume that I built or substantially improved it for sale or lease, ich violates the exemption. Initial � I 5. 1 understand that,as the owner-builder,I must provide direct,onsite supervision of the construction. Initial 6. 1 understand that I may not hire an unlicensed person to act as my contractor or to supervise persons working on my building or residence. It is my responsibility to ensure that the persons whom I employ have the license required by law and by my or municipal ordinance. Initial 7. 1 understand that it is frequent practices of unlicensed persons to have the property owner obtain an owner-builder permit that erroneously implies that the property owner is providing his or her own labor and materials. I, as an owner-builder, may be held liable and subjected to serious financial risk for any injuries sustained by an unlicensed person or his or employees while working on my property. My home ner's insurance may not provide coverage for those injuries. I am willfully acting as an owner-builder and aware of the limits of my insura coverage for injuries to workers on my property. Initial 8. 1 understand that I may not delegate the responsibility for supervising work to be a licensed contractor who is not licenses to perform the work being done.Any person working on my building who is not licensed must work under my direct supervision and must be employed by me,which means that I must comply with laws requiring the withholding of federal income tax and social security contributions under the Federal Insurance Contributions Act(FICA)and must provide workers compensation for the employee.I understand that my failure to follow these may subject to serious financial risk. Initial 9. 1 agree that,as the party legally and financially responsible for this proposed Construction activity,I will abide by all applicable laws and requirement that govern owner-builders as well as employers.I also understand that the Construction must comply with all applicable laws,ordinances,building codes, and zoning regulations. Initial 10. 1 understand that I may obtain more information regarding my obligations as an employer from the Internal Revenue Service,the United States Small Business Administration,and the Florida Department of Revenues.I also understand that I may contact the Florida Construction Industry Licensing Board at 850.487.1395 or http://www.mvfloridalicense.com/dbpr/pro/cilb/index.html J� Initial- 11. 1 am aware of,and consent to;an owner-builder building permit applied for in my name and understands"that I am the party legally and financially responsible for the proposed construction activity at the following address: Initial- 12. nitial12. 1 agree to notify Miami Shores Village immediately of any additions,deletions,or changes to any of the info ation that I have provided on this disclosure. Initial Licensed contractors are regulated by laws designed to protect the public.If you contract with a person who does not have a license,the Constr4uction Industry Licensing Board and Department of Business and Professional Regulation may be unable to assist you with any financial loss that you sustain as a result of contractor may be in civil court.It is also important for you to understand that,if an unlicensed contractor or employee of an individual or firm is injured while working on your property,you may be held liable for damages.If you obtain an owner-builder permit and wish to hire a licensed contractor,you will be responsible for verifying whether the contractor is properly licensed and the status of the contractor's workers compensation coverage. Before a building permit can be issued,this disclosure statement must be completed and signed by the property owner and returned to the local permitting agency responsible for issuing the permit.A copy of the property owner's driver license,the notarized signature of the property owner,or other type of verification acceptable to the local permitting agency is required when the permit is issued. Was acknowledged before me this Zday of 20 \( DZ —who" 1 � �L L4'�, ��' who was personally known to me or who has I Is t,uinuuri Produced there icense s Ae'rit", Ib°� ` 03/06/ 016 SIX W . crsion �, OWNERowrvER \ N OTA.�N�r�F•F L6��pP�� 000 APP I �J11�G�Yy2; Val .. . . . . . . .. . . . . . . . . . . . •• • • • •• ••• •• • ••• • • • • •• • -- - f e t ,w * 5 O CT 2 9 014 61 .' PT V61 I AI L FFM-HAL