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RC-14-1156 WILLIAM PLASENCIA REGISTERED ARCHITECT 7700 N Kendall Dr,#506 MIAMI, FLORIDA, 33156 TEL: 305-233-2589 Response to review comments Re:Arturo Cadilla 841 NE 95"Sreet Permit#RC 14-1156 Building: 1 —Health Dept& Impact fee reviews&approvals required. Completed,please see stamps on permit plans 2—Show utilities on site plan. Electrical on original submission, water&septic added. Please see revised sht A-1 3—Show required handrail on front steps. Please see handrail added on sht A-1 4—Section of sidewalk within approach to be 6"thick Please see revised driveway plan sht A-1. 5—Specify height of front stair risers. Please see section B on revised sht A-1 6—Provide vertical reinforcement splicing detail. Please see splice detail added to revised sht A-2 Planning: 1 —Flat roof additions not permitted on front of house. Please review plans carefully, flat roof addition is proposed on the rear of house not the front. 2—Separate driveway from addition permit, (not on comments, but discussed during meeting w/ Mr. D'Aquisito. Driveway was removed from addition plans and submitted separately. Structural: 1 —Specify version of concrete, masonry&wood codes. Concrete&masonry codes are on originally submitted structural notes, Wood code was added, please see revised sheet S-1. 2 &3—Provide design load criteria &windload criteria Please see design load& windload criteria on revised sht A-2 4—Provide NOA's for hurricane straps. Please see NOA's included in original submission. 5—Provide details of existing wall to truss connection. Please see Section "A"on original submission, as well as revised Section A"(depicting Owner required design changes). Please let me know if you have any questions, or should need any additional information.Thank you in advance for your consideration. f Sincerely, William Plasencia, R.A- -- Fla Reg#AR-#0069693/ e STRUCTURAL CALCULATIONS FOR: Covered terrace addition for: REVISED 7/2/14 Arturo Cadilla 841 NE 95 St Miami, Florida TABLE OF CONTENTS Wind analysis Pages 1, 2 Truss reactions Pages 3 , 4 Footing design Pages 5 -8 Beam design Page 9 NOAs 7f. . •• ••• •• •• WILLIAM PL SENCIA ... ... .. REGISTERED ARCHITECT :.. :. 7700 N Kendall Dr#506 :. :. MIAMI, FLORIDA, 33156 TEL: 305-235-9211 . . . . . . . . . . . .. .. . . . .. .. t MecaWind Std v2 . 2 . 3 . 5 per ASCE 7 -10 Developed by MEGA Enterprises, Inc. Copyright. www.mecaenter'prises.com Date 4/29/2014 Project No. Company Name William Plasencia, R.A. Designed By WP Address 7700 N Kendall Dr #506 Description Covered terrace City Miami Customer Name Arturo Cadilla State F1 Proj Location 841 NE 95 St, Miami File Location: C:\Program Files\MECAWind\Cadilla.wnd Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind Speed(V) 176.00 mph Structural Category = III Exposure Category = C Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Sm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Slope of Roof = 2.031144 12 Slope of Roof(Theta) = 9.61 Deg Ht: Mean Roof Ht = 12.66 ft Type of Roof = HIPPED RHt: Ridge Ht = 15.16 ft Eht: Eave Height = 10.16 ft OH: Roof Overhang at Eave= .00 ft Overhead Type = No Overhang Bldg Length Along Ridge = 43.50 ft Bldg Width Across Ridge= 59.08 ft Length of Hipped Ridge = 19.00 ft Roof Slope on Hip End = 22.20 Deg Gust Factor Calculations Gust Factor Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)"0.167 = 0.23 Lzm: 1*(Zm/33)"Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)"0.63))'0.5 = 0.91 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.88 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCpi : Internal Pressure Coefficient = +/-0.18 Wind Pressure Main Wind Force Resisting System (MWFRS) - Ref Figure 27.4-1 Kh: 2.01*(Ht/Zg)"(2/Alpha) = 0.85 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V) 2*I*Kh*Kht*Kd = 34.33 psf Cpww: Windward Wall Cp(Ref Fig 6-6) = 0.80 Roof Area = 2663.60 ft^2 Reduction Factor based on Roof Area = 0.80 MWFRS-Wall Pressures for Wind Normal to 43.5 ft Wall (Normal to Ridge) All pressures shown are based upon ASD Design, with a Load Factor of .6 Wall CP Pressure Pressure +GCpi (psf) -GCpi (psf) --------------- ------ ----------- ----------- Leeward Wall -0.43 -18.68 -6.32 Side Walls -0.70 -26.61 -14.25 Wall Elev Kz Kzt Cp qz Press Press Total ft Psf +GCpi -GCpi +/-GCpi --------------------------------------Go--*•r-*-4---6---*--*---64-- Windward 10.16 0.85 1.00 0.80: 34.33: ll%t7 :2T.5: : :5.85 Windward 0.16 0.85 1.00 0.80 •34.34• 17.17 •29#.541•• 3$.85 •• ••• •• • • • •• Roof - Diet from Windward Edge CP Pressure Pressure +GCpi(psf)-GCpi(psf) --------------------------------------------------------------------- Roof: 0.0 ft to 5.1 ft •:• -0.86• *: 2.44•**-V.Q8 Roof: 5.1 ft to 10.2 ft ••* • -0.406 •32.44•• -210.08 Roof: 10.2 ft to 20.3 ft • �• -*0-10 62.0.17: .;1 Roof: 20.3 ft to 59.1ft • • -0.36 *14.93 • -2.57 ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• Y i Notes - Normal to Ridge Note (1) Per Fig 27.4-1 Note 7, Since Theta<= 10 Deg base calcs on Eave Ht Note (2) Wall & Roof Pressures = Qh*(G*Cp - GCPi) Note (3) +GCpi = Positive Internal Bldg Press, -GCPi = Negative Internal Bldg Press Note (4) Total Pressure = Leeward Press + Windward Press (For + or - GCPi) Note (5) Ref Fig 27.4-1, Normal to Ridge (Theta<10), Theta= 9.6 Deg, h/1= 0.17 MWFRS-Wall Pressures for Wind Normal to 59.08 ft wall (Along Ridge) All pressures shown are based upon ASD Design, with a Load Factor of .6 Wall Cp Pressure Pressure +GCpi (psf) -GCPi (psf) --------------- ------ ----------- ----------- Leeward Wall -0.50 -20.77 -0.41 Side Walls -0.70 -26.61 -14.25 Wall Elev Kz Kzt Cp qz Press Press Total t ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 15.16 0.85 1.00 0.80 34.41 17.22 29.58 37.99 Windward 10.16 0.85 1.00 0.80 34.33 17.17 29.52 37.94 Windward 0.16 0.85 1.00 0.80 34.33 17.17 29.52 37.94 Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf)-GCpi(psf) ---------------------------------------------------------------- Roof: 0.0 ft to 6.3 ft -0.90 -32.44 -20.08 Roof: 6.3 ft to 12.7 ft -0.90 -32.44 -20.08 Roof: 12.7 ft to 25.3 ft -0.50 -20.77 -8.41 Roof: 25.3 ft to 43.5 ft -0.30 -14.93 -2.57 Notes - Along Ridge Note (1) Ref Fig 27.4-1, Parallel to Ridge (All), h/1= 0.23 Wind Pressure on Components and Cladding (Ch 30 Part 1) All pressures shown are based upon ASD Design, with a Load Factor of .6 Width of Pressure Coefficient Zone "a" = = 4.35 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft"2 GCp GCp psf psf ------------------------------------------------------------------------------- Roof Z1 54.57 43.502373.8 1 0.30 -0.80 16.48 -33.64 Roof Z2 54.57 43.502373.8 2 0.30 -1.20 16.48 -47.38 Rear wall 54.57 7.00 382.0 4 0.65 -0.82 28.44 -34.35 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.85 Qhcc:.00256*V"2*Khcc*Kht*Kd = 34.33 psf 4 F 4 •• ••• • • • • • •• •• ••• •• • • • •• • ••• • ••• •• • ••• • • • • •• • • • • • • • • • • • • • • • •• • • •• • • • • ••• • • • • ••• • • • • • • • • • • • • • •• •• • • • •• •• ••• • • • ••• • • i JOB NAME: Arturo Cadilla William Plasencia, R.A. Address: 841 NE 95 St Fla Reg#AR-0009693 UPLIFT CALCULATIONS ASCE-7-10 CONN A DEAD LOAD MAX= 10 PSF MEMBER span 13.34 width 2 Gcpi ZONE 1 -0.8 ZONE 2 -1.2 corner distance "A" 4.35 lQh = 34.33 ` Zone 1 = 34.33 [ Gcpi -0.18 ] + 10 x width = 34.33 ( -0.8 -0.18 ] + 10 x 2 = 34.33 [ -0.98 ] + 10 x 2 _ -33.64 [ ] + 10 x 2 _ -23.64 x 2 _ -47.29 LB/LF Zone 2 = 34.33 [ Gcpi -0.18 ] + 10 x width = 34.33 [ -1.2 -0.18 ] + 10 x 2 = 34.33 [ -1.38 ] + 10 x 2 _ -47.38 [ ] + 10 x 2 _ -37.38 x 2 _ -74.75 LB/LF R uplift = -47.287 [ 1/2 span ] + -74.751 [ "A" ] _ -47.287 [ 6.67 ] + -74.751 [ 4.35 ] _ -315.4 + -325.17 _ -640.57 lbs uplift .. ... . . . . . .. . .. . . . . ... . Gravity = ••t5••: [*-1P2 apa4 } [••width ] 55 [ 6.67 ] [ 2 ] .. . .. . � . 3. 7 .7. ;Ib.�S d.a.w.n . . . . . . . . . . . . . .. . . .. . . . . e . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . f I JOB NAME: Arturo Cadilla William Plasencia, R.A. Address: 841 NE 95 St Fla Reg#AR-0009693 UPLIFT CALCULATIONS ASCE-7-10 CONN B DEAD LOAD MAX= 10 PSF MEMBER span 13.34 'width 2 Gcpi ZONE 1 -0.8 ZONE 2 -1.2 corner distance"A" 0 Qh = 34.33 Zone 1 = 34.33 ( Gcpi -0.18 ] + 10 x width = 34.33 ( -0.8 -0.18 ] + 10 x 2 = 34.33 [ -0.98 ] + 10 x 2 _ -33.64 [ ], + 10 x 2 _ -23.64 x 2 _ -47.29 LB/LF Zone 2 = 34.33 [ Gcpi -0.18 ] + 10 x width I = 34.33 [ -1.2 -0.18 ] + 10 x 2 = 34.33 [ -1.38 ] + 10 x 2 _ -47.38 [ ] + 10 x 2 _ -37.38 x 2 _ -74.75 LB/LF R uplift = -47.287 [ 1/2 span ] + -74.751 [ "A" ] I _ -47.287 [ 6.67 ] + -74.751 [ 0 ] _ -315.4 + 0 = -315.4• •lbs uplift• •• • . .. Gravity = ••55•• [••'h'2 spare p [••width ] 55 [ 6.67 ] [ 2 ] `'..735.7 :11*d4ron :. . . . . . . . • . .. . . .. . . . . • • • . . • • :00.: • • • • • • • • { I JOB NAME Arturo Cadilla William Plasencia, R.A. Address: 841 NE 95 St Fla Reg#AR-0009693 FOUNDATION DESIGN F1 DEAD LOAD WIDTH X HEIGHT X LENGTH X WEIGHT = NET WT BEAM 0.67 X 1.38 X 8.67 X 150 = 1202.44 BEAM 0.67 X 1.38 X 7.16 X 150 = 993.02 COLUMN 1.34 X 9.67 X 1.34 X 150 = 2604.52 SUB-TOTAL NET WT = 4799.98 UPLIFT UPLIFT X SAFETY = GR UL 3381 X 1.5 = 5071.5 GR UL - NET WT = NET UL 5071.5 - 4799.98 = 271.52 FOOTING WIDTH X LENGTH X DEPTH X WEIGHT = GR WT 3 X 3 X 1.5 X 150 = 2025 GR WT - NET UL = DIFF 2025 - 271.52 = 1753.48 IF POS#THEN OK IF NEG#THEN NO GOOD MIN As 0.0018 XWIDTH (IN)X EFF DPTH = TOT As SW 0.0018 X 36 X 15 = 0.972 TOT As 1 A =#OF BARS #5 0.972 \ 0.307 = 3.17 #6 0.972 \ 0.4418 = 2.20 MIN As 0.0018 XWIDTH (IN)X EFF DPTH = TOT As LW 0.0018 X 36 X 15 = 0.972 TOT As \ A =#OF.BARS. . . . see #5 0.972 \ 0.307 3.13 • #6 0.972 \ 0.4418 . ..• • ... .. . ... . . . . .. . . . . • . . . . .• . • •. 606 *06 • .. .. 000 . •. •. JOB NAME Arturo Cadilla William Plasencia, R.A. Address: 841 NE 95 St Fla Reg#AR-0009693 FOUNDATION DESIGN F2 DEAD LOAD WIDTH X HEIGHT X LENGTH X WEIGHT = NET WT i BEAM 0.67 X 1.38 X 8.67 X 150 = 1202.44 BEAM 0.67 X 1.38 X 2.42 X 150 = 335.63 COLUMN 1.34 X 9.67 X 1.34 X 150 = 2604.52 SUB-TOTAL NET WT = 4142.59 UPLIFT UPLIFT X SAFETY = GR UL 2219 X 1.5 = 3328.5 GR UL - NET WT = NET UL 3328.5 - 4142.59 = -814.09 FOOTING WIDTH X LENGTH X DEPTH X WEIGHT = GR WT 3 X 3 X 1.5 X 150 = 2025 GR WT - NET UL = DIFF 2025 - -814.09 = 2839.09 IF POS#THEN OK IF NEG#THEN NO GOOD MIN As 0.0018 X WIDTH (IN)X EFF DPTH = TOT As SW 0.0018 X 36 X 15 = 0.972 TOT As \ A =#OF BARS #5 0.972 \ 0.307 = 3.17 #6 0.972 \ 0.4418 = 2.20 MIN As 0.0018 XWIDTH (IN)X EFF DPTH = TOT As LW 0.0018 X 36 X 15 = 0.972 k TOT As \ A =4 OF.BARS. . . . .. #5 0.972 1 0.307 34 *•: : . . .. . . . . ... #6 0.972 \ 0.4418 ;.' 2.2D . ..• . ..• .• . ... . . . . .. . . . . . . .' . . . . . . .. . . .. . . . . ... . . . . ... . . . . . . . . . . . . . .. .. . . . .. .. ... . . . ... . . i i JOB NAME Arturo Cadilla William Plasencia; R.A. Address: 841 NE 95 St Fla Reg#AR-0009693 FOUNDATION DESIGN F3 DEAD LOAD WIDTH X HEIGHT X LENGTH X WEIGHT = NET WT BEAM 0.67 X 1.38 X 6.83 X 150 = 947.25 COLUMN 1.34 X 9.67 X 1.34 � X 150 = 2604.52 SUB-TOTAL NET WT = 3551.77 UPLIFT UPLIFT X SAFETY = GR UL 1431 X 1.5 = 2146.5 GR UL - NET WT = NET UL 2146.5 - 3551.77 = -1405.27 FOOTING WIDTH X LENGTH X DEPTH X WEIGHT = GR WT 1.5 X 3 X 1.5 X 150 = 1012.5 GR WT - NET UL = DIFF 1012.5 - -1405.27 = 2417.77 IF POS#THEN OK IF NEG#THEN NO GOOD MIN As 0.0018 XWIDTH (IN)X EFF DPTH = TOT As SW 0.0018 X 18 X 15 = 0.486 TOT As \ A =#OF BARS #5 0.486 1 0.307 = 1.58 #6 0.486 \ 0.4418 = 1.10 MIN As 0.0018 X WIDTH (IN)X EFF DPTH = TOT As LW 0.0018 X 36 X 15 = 0.972 TOT As \ A =#OF BARS #5 0.972 \ 0.307 = .. 147 . .. #6 0.972 \ 0.4418 2.�Q ;�; • .. ... .. . . . .. . ... . ... .. . ... . . . . .. . . . .. . . .. . . . . . . . . . . . . . . . .. .. . . . .. .. JOB NAME Arturo Cadilla William Plasencia, R.A. Address: 841 NE 95 St Fla Reg#AR-0009693 FOUNDATION DESIGN GRAVITY F1 (worst case) ` DEADLOAD WIDTH X HEIGHT X LENGTH X WEIGHT = NET WT GRAVITY 3608 = 3608 BEAM 0.67 X 1.38 X 9.83 X 150 = 1363.32 BEAM 0.67 X 1.38 X 7 X 150 = 970.83 COL 1.34 X 7.5 X 1.34 X 38 = 511.75 SUB-TOTAL NET WT = 6453.90 FOOTING DEPTH = 1 WIDTH X LENGTH X SOIL PRESS =ALLOW LOAD 4 X 4 X 2000 = 32000 ALLOW - ACTUAL = DIFF 32000 - 6453.90 = 25546.10 IF POS#THEN OK IF NEG#THEN NO GOOD MIN As 0.0018 X WIDTH (IN)X DEPTH (IN) = TOT As SW 0.0018 X 48 X 12 = 1.0368 TOT As \ A = #OF BARS #5 1.0368 \ 0.307 = 3.38 #6 1.0368 \ 0.4418 = 2.35 . .. . . . . ... . ... . ... .. . ... . . . . .. . . fee 000 0:0 . . . . ... . . . . . . . . . . . . . .. .. . . . .. .. Client: Arturo Cadilla Address: 841 NW 95 St RE: REINFORCED CONCRETE BEAM CALCULATIONS FOR BENDING AND SHEAR ACCORDING TO ACI 318-08 SPAN = 17'-0" B-1 Located @ rear porch LIVE DEAD LOADS (PSF): 30 25 TRIBUTARY AREA (FT): 7 SPAN (FT): 17 SELF WEIGHT (LBS): 135.00 ULTIMATE LOAD (PLF): 978.00 Minimum Flexural Reinforcement = (200/Fy)*b*d As (min) = 0.45 Per aci 318-08, para 10.5 fc' (ksi) 3 Fy (ksi) 60 b (in) 8 d (in) 16.875 Mu (kip-in) 423.96 As Required (in2): 0.49 Use 2#6 = 0.88 in2 Vu (kips): 8.31 If this is larger phiVc/2 (kips): 6.29 than this than stirrups are required Vs (kips): 3.49 Stirr. Spacing (in): 63.74 Use minimum ACI 318-08 requirements Av (in2): 0.22 Area of 2#3 hoop legs Vc*0.85/2 = 2.67 Stirrups are required. Note: Stirrups required when 0.85*Vc/2 < Vu Required Stirrup Spacing WHEN Vu>0.85*Vc/2 but Vu<0.85*Vc s = smaller of: d/2 = 8.4375 **** CONTROLS***** (Av*Fy)/(50*b) = 33 24 in. = 24 Detign SAurhar . ... . Requi;kfi{ *I. 2.96: : ..' Required Mid = 2 #6 Required Bgttom:ReirVoxcgment-wZ#P # 3 Vdrrdlps-(4 G" tt1C* ... . . . . ... . . 1 • CSC l y� l 15-5 _ 6EIVED JUN 0 4 2014 V. 3 STRUCTURAL CALCULATIONS FOR: COD Covered terrace addition for: Arturo Cadilla 841'NE 95 St Miami,Florida TABLE OF CONTENTS Wind analysis Pages 1 —2 Truss reactions Pages 3- 8 Footing design Pages 9- 11 Beam design Page 12 NOAs a� �r 2 WILLIAM PLASENCIA REGISTERED ARCHITECT 7700 N Kendall Dr#506 MIAMI, FLORIDA, 33156 TEL: 305-235-9211 . s MecaWind Std v2 . 2 . 3 . 5 per ASCE 7-10 Developed by MEGA Enterprises, Inc. Copyright wrg.mecaenterprises.com Date 4/29/2014 Project No. Company Name William Plasencia, R.A. Designed By WP Address ' ::7700 N Kendall Dr #506 Description Covered terrace City Miami Customer Name Arturo Cadilla State Fl Proj Location 841 NE 95 St, Miami File Location: Progrant Files,.;ECAPlind'•,Caciilla.,vrd Input Parameters: Directional Procedure All Heights Building (Ch 27 Part 1) Basic Wind Speed(V) = 176.00 mph Structural Category = III Exposure Category = C 'Natural Frequency = N/A Flexible Structure = No Importance Factor = 1.00 Kd Directional Factor = 0.85 Alpha = 9.50 Zg = 900.00 ft At = 0.11 Bt = 1.00 Am = 0.15 Bm = 0.65 Cc = 0.20 1 = 500.00 ft Epsilon = 0.20 Zmin = 15.00 ft Slope of Roof = 2.031144 12 Slope of Roof(Theta) = 9.61 Deg Ht: Mean Roof Ht = 12.66 ft Type of Roof = HIPPED RHt: Ridge Ht = 15.16 ft Eht: Eave Height = 10.16 ft OH: Roof Overhang,at Eave= .00 ft Overhead Type = No Overhang Bldg Length Along Ridge = 43.50 ft Bldg Width Across Ridge= 59.08 ft Length of Hipped Ridge = 19.00 ft Roof Slope on Hip End = 22.20 Deg Gust Factor Calculations Gust Factor. Category I Rigid Structures - Simplified Method Gustl: For Rigid Structures (Nat. Freq.>1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht = 15.00 ft lzm: Cc*(33/Zm)^0.167 = 0.23 Lzm: 1*(Zm/33)^Epsilon = 427.06 ft Q: (1/(1+0.63*((B+Ht)/Lzm)^0.63))^0.5 = 0.91 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.88 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi Internal Pressure Coefficient = +/-0.18 r Wind Pressurs Main Wind Force Resisting System (MWFRS) - Ref Figure 27.4-1 Kh: 2.01*(Ht/Zg)^(2/Alpha) = 0.85 Kht: Topographic Factor (Figure 6-4) = 1.00 Qh: .00256*(V)^2*I*Kh*Kht*Kd = 34.33 psf Cpww: Windward Wall.Cp(Ref Fig 6-6) = 0.80 Roof Area = 2663.60 ft^2 Reduction Factor based on Roof Area = 0.80 MWFRS-Wall Pressures for Wind Normal to 43.5 ft Wall (Normal to Ridge) Allraced on ASE, D,_sign, with a Lcid Factor of-- ., Wall Cp Pressure Pressure +GCpi (psf) -GCpi (psf) --------------- ------ ----------- ----------- Leeward Wall -0.43 -18.68 -6.32 Side Walls -0.70 -26.61 -14.25 Wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 10.16 0.85 100 0.80 34.33 17.17 29.52 35.85 Windward 0.16 0.85 1.00 0.80 34.33 17.17 29.52 35.85 Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf)-GCpi(psf) ------------------------------------- Roof: 0.0 ft to 5.1 ft -0.90 -32.44 -20.08 > Roof: 5.1 ft to 10.2 ft -0.90 -32.44 -20.08 Roof: 10.2 ft to 20.3 ft -0.50 -20.77 -8.41 Roof: 20.3 ft to 59.1ft -0.30 -14.93 -2.57 f e { Notes - Normal to Ridge Note (1) Per Fig 27.4-1 Note 7, Since Theta<= 10 Deg base calcs on Eave Ht Note (2) Wall & Roof Pressures = Qh*(G*Cp - GCPi) Note (3) +GCpi = Positive Internal Bldg Press, -GCPi = Negative Internal Bldg Press Note (4) Total Pressure = Leeward Press + Windward Press (For + or - GCPi) Note .(5) Ref Fig 27.4-1, Normal to Ridge (Theta<10), Theta= 9.6 Deg, h/1= 0.17 MWFRS-Wall Pressures for Wind Normal to 59.08 ft wall (Along Ridge) pr_sures ..Fos,,. ale .;a:_:d :n AS! ,;_si.gn, ,. .t}: a Load .actor L Wall Cp Pressure Pressure +GCpi (psf) -GCpi (psf) --------------- ------ ----------- ----------- Leeward Wall -0.50 -20.77 -8.41 Side Walls -0.70 -26.61 -14.25 Wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi ------------------------------------------------------------------- Windward 15.16 0.85 1.00 0.80 34.41 17.22 29.58 37.99 Windward 10.16 0.85 1.00 0.80 34.33 17.17 29.52 37.94 Windward 0.16 0.85 1.00 0.80 34.33 17.17 29.52 37.94 l Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf)-GCpi(psf) ---------------------------------------------------------------- Roof: 0.0 ft to 6.3 ft -0.90 -32.44 -20.08 Roof: 6.3 ft to 12.7 ft -0.90 -32.44 -20.08 Roof: 12.7 ft to 25.3 ft -0.50 -20.77 -8.41 Roof: 25.3 ft to 43.5 ft -0.30 -14.93 -2.57 Notes - Along Ridge Note (1) Ref Fig 27.4-1, Parallel to Ridge (All), h/1= 0.23 Wind Pressure on Components and Cladding (Ch 30 Part 1) Ali pressures shown are ^ased � _n RSD 3e gr, with .. Load rt 6 Width of!Pressure Coefficient Zone "a" _ = 4.35 ft Description Width Span Area Zone Max Min Max P Min P ft ft ft^2 GCp GCp psf psf ------------------------------------------------------------------------------- Roof Z1 54.57 43.502373.8 1 0.30 -0.80 16.48 -33.64 Roof Z2 54.57 43.502373.8 2 0.30 -1.20 16.48 -47.38 Rear wall 54.57 7.00 382.0 4 0.65 -0.82 28.44 -34.35 Khcc:Comp. & Clad. Table 6-3 Case 1 = 0.85 Qhcc:.00256*V^2*Khcc*Kht*Kd = 34.33 psf k i 1 1 Qj) ( 1 t JOB NAME: Arturo Cadilla William Plasencia,.R.A. Address: 841 NE 95 St Fla Reg#AR-0009693. UPLIFT CALCULATIONS ASCE-7-10 CONN A DEAD LOAD MAX= 10 PSF MEMBER span 15.83 width 4.92 Gcpi ZONE 1 -0.8 ZONE 2 -1.2 corner distance "A" 4.35 Qh = 34.33 Zone 1 = 34.33 [ Gcpi -0.18 ] + 10 x width = 34.33 [ -0.8 -0.18 ] + 10 x 4.92 = 34.33 [ -0.98 ] + 10 x 4.92 _ -33.64 [ j + 10 x 4.92 _ -23.64 x 4.92 _ -116.3 LB/LF Zone 2 = 34.33 [ Gcpi -0.18 ] + 10 x width = 34.33 [ -1.2 -0.18 ] + 10 x 4.92 = 34.33 [ -1.38 ] + 10 x 4.92 = -47.38 [ ] + 10 x 4.92 = -37.38 x 4.92 = -183.9 LB/LF R uplift = -116.33 [ 1/2 span ] + -183.89 [ "A" ] = -116.33 [ 7.915 ] + -183.89 [. 4.35 ] = -920.72 + -799.91 = -1720.6 lbs uplift - Gravity = 55 [ 1/2 span ] [ width ] = 55 [ 7.915 ] [ 4.92 ] 2141.8 lbs down JOB NAME: Arturo Cadilla William Plasencia, R.A. Address: 841 NE 95 St Fla Reg#AR-0009693 UPLIFT CALCULATIONS ASCE-7-10 CONN B DEAD LOAD MAX= 10 PSF MEMBER span 15.83 width 4.92 Gcpi ZONE 1 -0.9 ZONE 2 -1.1 corner distance "A" 0 Qh = 34.33 i Zone 1 = 34.33 [ Gcpi -0.18 ] + 10 x width = 34.33 [ -0.9 -0.18 ] + 10 x 4.92 = 34.33 [ -1.08 ] + 10 x 4.92 _ -37.08 [ ] + 10 x 4.92 _ -27.08 x 4.92 f _ -133.2 LB/LF Zone 2 = 34.33 [ Gcpi -0.18 ] + 10 x width { 34.33 [ -1.1 -0.18 ] + 10 x 4.92 34.33 [ -1.28 ] + 10 x 4.92 _ -43.94 [ ] + 10 x 4.92 _ -33.94 x 4.92 _ -167 LB/LF R uplift = -133.22 [ 1/2 span ] + -167 [ "A" ] _ -133.22 [ 7.915 ] + -167 ( 0 ] _ -1054.4 + 0 _ -1054.4 lbs uplift Gravity = 55 [ 1/2 span ] [ width ] = 55 [ 7.915 ] [ 4.92 ] 2141.8 lbs down - -" I JOB NAME: Arturo Cadilla William Plasencia, R.A. Address: 841 NE 95 St Fla Reg#AR-0009693 k UPLIFT CALCULATIONS ASCE-7-10 CONN C DEAD LOAD MAX = 10 PSF MEMBER span 15.83 width 2 Gcpi ZONE 1 -0.8 ZONE 2 -1.2 corner distance "A" 4.35 Qh = 34.33 Zone 1 = 34.33 [ Gcpi -0.18 ] + 10 x width 34.33 [ -0.8 -0.18 ] + 10 x 2 34.33 [ -0.98 ] + 10 x 2 _ -33.64 [ ] + 10 x . 2 _ -23.64 x 2 _ 47.29 LB/LF Zone 2 = 34.33 [ Gcpi -0.18 ] + 10 x width = 34.33 [ -1.2 -0.18 ] + 10 x 2 34.33 [ -1.38 ] + 10 x 2 _ -47.38 [ ] + 10 x 2 _ -37.38 x 2 _ -74.75 LB/LF R uplift = -47.287 [ 1/2 span ] + -74.751 [ "A" ] _ -47.287 [ 7.915 ] + -74.751 [ 4.35 ] _ _ -374.28 . + -325.17 _ -699.44 lbs uplift - Gravity = 55 [ 1/2 span ] [ width ] = 55 [ 7.915 ] [ 2 ] = 870.65 lbs down 4 JOB NAME: Arturo Cadilla William Plasencia, R.A. Address: 841 NE 95 St Fla Reg#AR-0009693 UPLIFT CALCULATIONS ASCE-7-10 CONN D DEAD LOAD MAX= 10 PSF MEMBER span 15.83 width 2 Gcpi ZONE 1 -0.8 ZONE 2 -1.2 corner distance"A" 0 f Qh = 34.33 i Zone 1 = 34.33 [ Gcpi -0.18 ] + 10 x width = 34.33 [ -0.8 -0.18 ] + 10 x 2 34.33 [ -0.98 ] + 10 x 2 = -33.64 [ ] + 10 x 2 = -23.64 x 2 = -47.29 LB/LF Zone 2 = 34.33 [ Gcpi -0.18 ] + 10 x width = 34.33 [ -1.2 -0.18 ] + 10 x 2 = 34:33 [ -1.38 ] + 10 x 2 = -47.38 [ ] + 10 x 2 = -37.38 x 2 = -74:75 LB/LF R uplift = -47.287 [ 1/2 span ] + -74.751 [ "A" ] = -47.287 [ 7.915 ] + -74.751 [ 0 ] = -374.28 + 0 ' = -374.28 lbs uplift -- ---- - Gravity = 55 [ 1/2 span ] [ width ] = 55 [ 7.915 ] [ 2 ] 870.65 lbs down _ E JOB NAME: Arturo Cadilla William Plasencia, R.A. Address: 841 NE 95 St Fla Reg#AR-0009693 UPLIFT CALCULATIONS ASCE-7-10 CONN E DEAD LOAD MAX= 10 PSF i MEMBER span 3.97 width 2 } Gcpi ZONE 1 -0.8 ZONE 2 -1.2 corner distance "A" 4.35 Qh = 34.33 Zone 1 = 34.33 [ Gcpi -0.18 ] + 10 x width = 34.33 [ -0.8 -0.18 ] + 10 x 2 = 34.33 [ -0.98 ] + 10 x 2 _ -33.64 [ ] + 10 x 2 _ -23.64 x 2 _ -47.29 LB/LF Zone 2'= 34.33 [ Gcpi -0.18 ] + 10 x width = 34.33 [ -1.2 -0.18 ] + 10 x 2 = 34.33 [ -1.38 ] + 10 x 2 _ -47.38 [ ] + 10 x 2 _ -37.38 x 2 _ -74.75 LB/LF R uplift = -47.287 [ 1/2 span ] + -74.751 [ "A" ] _ -47.287 [ 1.985 ] + -74.751 [ 4.35 ] _ -93.864 + -325.17 -419.03 lbs uplift -- Gravity = 55 [ 1/2 span ] [ width ] 55 { 1.985 ] [ 2 ] = 218.35 lbs down JOB NAME: Arturo Cadilla William Plasencia, R.A. Address: 841 NE 95 St Fla Reg#AR-0009693 UPLIFT CALCULATIONS ASCE-7-10 CONN F DEAD LOAD MAX= 10 PSF MEMBER span 3.97 width 2 Gcpi ZONE 1 -0.8 ZONE 2 -1.2 corner distance "A',' 0 Qh = 34.33 Zone 1 = 34.33 [ Gcpi -0.18 ] + 10 x width = 34.33 [ -0.8 -0.18 ] + 10 x 2 34.33 [ -0.98 ) + 10 x 2 _ -33.64 [ ] + 10 x 2 _ -23.64 x 2 _ -47.29 LB/LF Zone 2 = 34.33 [ Gcpi -0.18 ] + 10 x width = 34.33 [ -1.2 -0.18 ] + 10 x 2 = 34.33 [ -1.38 ] + 10 x 2 _ -47.38 [ ] + 10 x 2 _ -37.38 x 2 _ -74.75 LB/LF R uplift = -47.287 [ 1/2 span ] + -74.751 [ "A" ) _ -47.287 [ 1.985 ] + -74.751 [ 0 ] _ -93.864 + 0 _ -93.864 lbs uplift 1 - Gravity = 55 [ 1/2 span ] [ width ] = 55 [ 1.985 ] [ 2 ] = 218.35 lbs down 4 JOB NAME Arturo Cadilla William Plasencia, R.A. f Address: -841 NE 95 St Fla Reg#AR-0009693 FOUNDATION DESIGN F1 DEAD LOAD WIDTH X HEIGHT X LENGTH X WEIGHT = NET WT BEAM 0.67 X 1.5 X 8.67 X 150 = 1307.00 BEAM -.- 0.67 X 1.5 X 7.16 X 150 = 1079.37 COLUMN 0.67 X 9.67 X 2 X 150 = 1943.67 SUB-TOTAL NET WT = 4330.04 UPLIFT UPLIFT X SAFETY = GR UL 3381 X 1.5 = 5071.5 GR UL - NET WT = NET UL 5071.5 - 4330.04 = 741.46 t FOOTING WIDTH X LENGTH X DEPTH X WEIGHT = GR WT 4 X 4 X 1.5 X 150 = 3600 GR WT - NET UL = DIFF 3600 - 741.46 = 2858.54 IF POS#THEN OK IF NEG'#THEN NO GOOD MIN As 0.0018 XWIDTH (IN)X EFF DPTH = TOT As SW 0.0018 X 48 X 15 = 1.296 4 TOT As \ A =#OF BARS #5 1.296 \ 0.307 = 4.22 #6 1.296 \ 0.4418 = 2.93 MIN As 0.0018 XWIDTH (IN)X EFF DPTH = TOT As LW 0.0018 X 48 X 15 = 1.296 -- - TOT As \ A =#OF BARS #5 1.296 \ 0.307 = 4.22 #6 1.296 \ 0.4418 = 2.93 I JOB NAME Arturo Cadilla William Plasencia, R.A. x Address: '- -841 NE 95 St Fla Reg#AR-0009693 FOUNDATION DESIGN F2 DEAD LOAD WIDTH X HEIGHT X LENGTH X WEIGHT = NET WT BEAM 0.67 X 1.5 X 8.67 X 150 = 1307.00 BEAM -0.67 X 1.5 X 2.42 X 150 = 364.82 COLUMN 0.67 X 9.67 X 2 X 150 = 1943.67 SUB-TOTAL NET WT = 3615.49 ' UPLIFT UPLIFT X SAFETY = GR UL 2819 X 1.5 = 4228.5 GR UL - NET WT = NET UL 4228.5 - 3615.49 = 613.01 FOOTING WIDTH X LENGTH X DEPTH X WEIGHT = GR WT 3 X 3 X 1.5 X 150 = 2025 ' GR WT . - NET UL = DIFF 2025 - 613.01 = 1411.99 IF POS#THEN OK IF NEG#THEN NO GOOD MIN As 0.0018 XWIDTH (IN)X EFF DPTH = TOT As SW 0.0018 X 36 X 15 0.972 F TOT As \ A =#OF BARS #5 0.972 \ 0.307 = 3.17 #6 0.972 \ 0.4418 = 2.20 MIN As 0.0018 XWIDTH (IN)X EFF DPTH = TOT As LW 0.0018 X 36 X 15 = 0.972 -- - -- --- TOT As \ A =#OF BARS #5 0.972 \ 0.307 = 3.17 #6 0.972 \ 0.4418 = 2.20 e JOB NAME Arturo Cadilla William Plasencia, R.A. Address: 841 NE 95 St Fla Reg#AR-0009693 FOUNDATION DESIGN F3 DEAD LOAD WIDTH X HEIGHT X LENGTH X WEIGHT = NET WT I BEAM 0.67 X 1.5 X 6.83 X 150 = 1029.62 COLUMN 0.67 X 9.67 X 2 X 150 = 1943.67 SUB-TOTAL NET WT = 2973.29 UPLIFT UPLIFT X SAFETY = GR UL 1431 X 1.5 = 2146.5 GR UL - NET WT = NET UL 2146.5 - 2973.29 -826.79 FOOTING WIDTH X LENGTH X DEPTH X WEIGHT = GR WT 1.5 X 3 X 1.5 X 150 = 1012.5 GR WT - NET UL = DIFF 1012.5 - -826.79 = 1839.29 IF POS#THEN OK IF NEG#THEN NO GOOD MIN As 0.0018 XWIDTH (IN)X EFF DPTH = TOT As SW 0.0018 X 18 X 15 = 0.486 " TOT As \ A =#OF BARS #5 0.486 \ 0.307 = 1.58 #6 0.486 \ 0.4418 = 1.10 { MIN As 0.0018 XWIDTH (IN)X EFF DPTH = TOT As LW 0.0018 X 36 X 15 = 0.972 TOT As \ A =#OF BARS #5 0.972 \ 0.307 = 3.17 #6 0.972 \ 0.4418 = 2.20 t f Client: Arturo Cadilla Address: 841 NE 95 St RE: REINFORCED CONCRETE BEAM CALCULATIONS FOR BENDING AND SHEAR ACCORDING TO ACI 318-08 I SPAN = 14' 8" B-1 Located @ rear porch LIVE DEAD LOADS (PSF): 30 25 TRIBUTARY AREA (FT): 8.42 SPAN (FT): 14.67 SELF WEIGHT (LBS): 135.00 ULTIMATE LOAD (PLF): 978.00 Minimum Flexural Reinforcement = (200/Fy)*b*d As (min) = 0.45 Per aci 318-08, para 10.5 fc' (ksi) 3 Fy (ksi) 60 b (in) 8 d (in) 16.875 Mu (kip-in) 315.71 As Required (in2): 0.36 Use 2#6 = 0.88 in2 Vu (kips): 7.17 If this is larger phiVc/2 (kips): 6.29 than this than stirrups are required Vs (kips): 2.15 Stirr. Spacing (in): 103.39 Use minimum ACI 318-08 requirements Av (in2): 0.22 Area of 2#3 hoop legs �Vc*0.85/2 = 2.67 Stirrups are required. 1 Note: Stirrups required when 0.85*Vc/2 < Vu Required Stirrup Spacing WHEN Vu>0.85*Vc/2 but Vu<0.85*Vc s = smaller of: d/2 = 8.4375 **** CONTROLS"*** 6 ,(Av*Fy)/(50*b) = 33 24 in. = 24 Design Summary Required Top = 2 #6 Required Mid = 2 #6 Required Bottom Reinforcement = 2 #6 # 3 stirrups @ 6" OC r r f 1. Florida Building Code Online Page 1 of 3 r) 1 - ( Lst I . .. 1 r ' • '= IfYlfilii✓iii !✓6�iliWii7Gi11il FlorKia �Dq BCIS Home Log In User Registration Hot Topic # Submit Surcharge Stats&Facts 1 Publications ; FBC Staff BCIS Site Map Links Search j Busines lrofessig l Product Approval } USER:Public User Regulation Product Approval Menu>Product or Aoolication Search>Application List>Application Detail FL# FL16294 4 Application Type New Code Version 2010 Application Status Approved Comments Archived I Product Manufacturer Nu-Vue Industries Inc. Address/Phone/Email 1055 E 29th street Hialeah,FL 33013 (305)694-0397 vtolat@sbcglobal.net Authorized Signature Maria Guardado vtolat@sbcglobal.net Technical Representative Address/Phone/Email ' Quality Assurance Representative Address/Phone/Email k Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report-Hardcopy Received Florida Engineer or Architect Name who developed Vipin N.Tolat the Evaluation Report Florida License PE-12847 Quality Assurance Entity National Accreditation&Management Institute Quality Assurance Contract Expiration Date 12/31/2014 Validated By ]esus Gonzalez, P.E. Validation Checklist-Hardcopy Received Certificate of Independence FL16294 RO COI scan0205.Ddf Referenced Standard and Year(of Standard) Standard Year AISI 5100 2007 ASTM D1761-88 2000 NDS 2005 t Equivalence of Product Standards Certified By Sections from the Code f , Product Approval Method Method 1 Option D I http://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgsNc73 SfDbMioeamUj2... 5/7/2014 Florida Building Code Online Page 2 of 3 Date Submitted 04/18/2013 Date Validated 04/22/2013 Date Pending FBC Approval 04/28/2013 Date Approved 06/11/2013 t Summary of Products w FL# Model,Number or Name Description 16294.1 ABS,AB7, NVHC 37,Tables 16 and 18 gage angle Clips and 5 way grip clip 17 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL16294 RO IIcan02O4.Ddf Approved for use outside HVHZ:Yes Verified By: Vipin N.Tolat,P.E.PE 12847 Impact Resistant:N/A Created by Independent Third Party: Yes Design Pressure:N/A Evaluation Reports Other: FL16294 RO AE scan0204.Ddf Created by Independent Third Party: Yes 16294.2 NVBH 24 and NVUH 26,Tables 2 Joist hangers and 3 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL16294 RQ_II scan0204_pdf Approved for use outside HVHZ:Yes Verified By: Vipin N.Tolat,P.E.PE 12847 Impact Resistant:N/A Created by Independent Third Party: Yes Design Pressure:N/A Evaluation Reports Other: FL16294 RO AE scan02O4.pdf' Created by Independent Third Party: Yes 16294.3 NVHCR,NVHCL,NVSTA, NVHTA 18 gage Hurricane clips and 14 gage single and double Tables 9,10,11 straps Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL16294 RO II scan0204xdf Approved for use outside HVHZ:Yes Verified By: Vipin N.Tolat, P.E. PE 12847 Impact Resistant:N/A Created by Independent Third Party: Yes Design Pressure:N/A Evaluation Reports Other: FL16294 RO AE scan02O4.pdf Created by Independent Third Party: Yes 16294.4 NVJH,NVSO Tables 12 and 13 18 Gage and 16 Gage Joist hangers Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL16294 RO II scan0204.Ddf Approved for use outside HVHZ:Yes Verified By: Vipin N.Tolat, P.E.PE 12847 Impact Resistant:N/A Created by Independent Third Party: Yes Design Pressure:N/A Evaluation Reports Other: FL16294 RO AE scan0204.Ddf Created by Independent Third Party: Yes 16294.5 NVRT,Table 4 14 Gage Flat and twisted rafter ties. Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL16294 RO II scan02O4.pdf Approved for use outside HVHZ:'Yes Verified By: Vipin N.Tolat,P.E. PE 12847 Impact Resistant:N/A Created by Independent Third Party: Yes Design Pressure:N/A Evaluation Reports Other: FL16294 RO AE scan0204.Ddf Created by Independent Third Party: Yes 16294.6 NVSNP3,NV 358,NV 458,Tables Skewed Nail Plate and 14 Gage double straps. 6,7,8 Limits of Use Installation Instructions Approved for use in HVHZ:Yes F 1 X294 RO Ii,_§SanQ204.0df Approved for use outside HVHZ:Yes Verified By: Vipin N.Tolat, P.E.PE 12847 Impact Resistant:N/A Created by Independent Third Party: Yes Design Pressure:N/A Evaluation Reports Other: FL16294 RO AE scan02O4.r)df Created by Independent Third Party: Yes 16294.7 NVSTA,NVHTA Tables 20 and 21 14 Gage Single and Double Straps Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL16294 RO II scan0204.0df Approved for use outside HVHZ:Yes Verified By: Vipin N.Tolat, P.E.PE 12847 Impact Resistant: N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other: FL16294 RO AE scan0204.0df Created by Independent Third Party: Yes i r http:Hflorid,abuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDq§Nc735fDbMioearnUj 2... 5/7/2014 Florida Building Code Online Page 3 of 3 16294.8 [N A, NVTAS, NVTH,NVTHS, 14 Gage Truss anchors wood to concrete Tables 1 and 5 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL16294 RO II scan0204.Ddf Approved for use outside HVHZ:Yes Verified By: Vipin N.Tolat, P.E.PE 12847 Impact Resistant:N/A Created by Independent Third Party: Yes Design Pressure:N/A Evaluation Reports Other: FL16294 RO AE scan0204.Ddf Created by Independent Third Party: Yes 16294.9 NVTH]and IKE,Tables 18 and 19 12 Gage Truss and Hip&Jack Hangers and 20 gage Stud Plate ties. Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL16294 RO II scan0204.Ddf Approved for use outside HVHZ:Yes Verified By: Vipin N.Tolat, P.E. PE 12847 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure:N/A Evaluation Reports Other: FL16294 RO AE scan0204.Ddf Created by Independent Third Party: Yes 16294.10 NVTP,NVTPH, NVHC Tables 14 and 20 gage Top Plate anchors and 18 gage Hurricane Clips 1 115 Limits of Use Installation Instructions Approved for use in HVHZ:Yes FL16294 RO II scan02O4.12df I Approved for use outside HVHZ:Yes Verified By:Vipin N.Tolat, P.E. PE 12847 Impact Resistant:N/A Created by Independent Third Party:Yes Design Pressure:N/A Evaluation Reports Other: FL16294 RO AE scan0204.Ddf Created by Independent Third Party: Yes Back EN.. Contact Us::1940 North Monroe Street.Tallahassee FL 32399 Phone:850-487-1824 The State of Florida is an AA/EEO employer.Copyright 2007-2013 State of Florida ::Privacy Statement::Accessibility Statement::Refund Statement } 1 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 click here. Product Approval Accepts: 6tC'll �b'7`ttlr:Y s t i 1 Ihttp://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgsNc73 5fDbMioearnUj2... 5/7/2014 WIN N, TOLAT, P.E. rG'crrdullyr� fv'tc�weef. • .15123 Lantern Greck.Lane, 1t�y�iriE�fit - �idfieclicict Iiouston,TX.77068-3$31 yF ievuald TEL.: 281444-91'83 Tax: 281444-0194 ,ErnaIt: vfotat rr`sbcgio4at.net YaMe 1 TL ENGINEFR'S EVALUATION REPORT#NU040 CA'T'EGORY: Structural Components � � � 1,4 SUR CATEC.ORYc Metal Connectors REPORT'HOLDER: NuVuc Industries Inc; 1055 E.29"Street, Hialeah,Fl- 1.300 WWW.nit-vueiridustries.com nuyuc bellsouth.itet Phone. 305694-0397 . Fax: :305-694-0:398 1,0 I VAL.UATLON, SCOPE: Compliance with 2010 Florida Building Code-Building and Residential 2.0 PRODUCT DESCRIPTION: Refer to tables l through 21 of this.report.for Product native,,size,size and number of fasteners, fastening details shown in the diagrams and the allowable loads. 3.0 S I'RUCT'URAI,spEci r CAT IONS : 1. Steel shall confon-n to ASTM A653, SS grade 3.3,thin. yield 33 ksi, min. tensile strength 45 ksi and min. balvzinlitdd coating of G (0 per ASTM A653. 2. Allowable loads and fasteners are based onNDS 2005. 3. Design loads.ore for S Pirie,specific gravity 6.55. D"ign liiads for other species shall be adjusted per NDS 2005. 4. Allowable uiilift loads have been adjusted;for load lttrat oti factor CD of.l.6. Allowable gravity loads liave been aidjitsted for CD values of 1.0, 1.15 and 1.25 per j table 2:3..2 of NDS 2005.D6ign loads do not include 336%ipaease ror steel and concrete. 5. Concive in Tic beams shall be min. of 2500 psi,. Concreto 141asonry,Grout and mortar in concrete masonry shall be min. of 1500 1W.Coacri'de.inasonry shall comply with ASTM C90. 6. Combine([load of Uplift, LI and L2 shall satisfy the following equation. Actual 1JVHt + Actual I..,I + actual L2. . Allowable Uplit7 Allowable Ll Allowable L2 i >I r r t Page 2 4.0 INS'['A UkTION Installation shall be in accordance with this report and the latest edition of Nu-Vue Industries Catalog.The information in this report supercedes any conflicting information in the catalog. 5.0 EVIDENCE SUBMITTED: { "fest reports submitted by Product testing Inc, (PT) Atte Associates [nc(Atee) and PSI Tnc and signed and sealed calculations in conformance with FBC: 2010 by Vipin N. '1'olat, P.F. Product ['est wrest lab Datc tested Tested F . N VTA/N V'rAS 02-3938/PT 8/6/02 N VTA/N V'.I'AS 02-1073/1"T 11/6/02 N VTA/NV'I'AS 02-4074/PT 11/6/02 N VTA/N V'I'A S 02-4075/1'T 11/6/02 NV'I'A/NV'I'AS 31.22456.0002/AI'liC 7/6/02 N VBI-I 24 02-4096/PT 12/3/02 NVUH 26 02-4095/P1' 1/17/03 N VRT 03-4177/P'T 2/3/03 N VRT 03-4202/P'r 2/19/03 NVRT 03/4270,4271/PT 3/27/03 NV'['It/NV'}'I1S O4-4698/1'1' 4/15/04 N VSN P3 03-4482/PT 9/15,103 NV358 03/4543/1'112/19103 NV458 03-4590/P'I' 12/31/03 NVHCUR 03-4625/117' 1/21,104 NVS'CA/NVII'I:A 04-4641,4642/1"1' 3/17&3;22/0=1 NVJH24,26,28 03-4385,86,87/PT 5/30/03 NV80236 03-4349,57,58/PT 5/13,5,119,5/20/03 NVTI'4 03-4303,44/PT- 4/21, 5/1/03 NVTP4H 03-4345,43/PT 5/2, 5/5103 NVHC43,43/2 70-02-94-00381/A"I'EC 11/27/95 AB5 05-5195,95A/P'I' 2/15/08 AB7 05-5196,96A/P1' 2/15/08 N V IIC37 03697.0001/AT FC: I 1/27f96 IK F I 05-5612/PT 3/20/06 1KF:2 06-5622/PT 5/1/06 NVTIIJ26 01-4995/11T&138-96013-01/PSI 1/31/05&2/7/89 NV'fl-IJ28 04-4996/1"1'R 138-96013.05/PSI 1/31/05&12/2/89 d - r Page 3 6.0 DESIGN: I Maximum allowable loads shall not exceed tlae allowable loads listed in this report. Allowable loads are based on allowable stress design per NDS. 2. Capacity of wood members is not covered by this report.Allowable loads shatI not exceed the capacity of wood members.Capacity of mod members shall be checkedEngincer/Architect of record, 3. Wood rnembers with which the connectors are used must be nominal dimension w lumber or approved structural composite lumber. 7.0 CODITIONS OF USE: 1. NuVtte Industries foetal structural connectors described in this report comply with or are suitable alternative to what is specified in section 1.0 ofthis report. 2. Design loads must be less than the allowable Ioads shown in all the tables of this report. 3. The connectors must be manufactured, identified and installed in accordance with this report and the manufacturer's instructions. + 4. Products covered by this report are maauiactured by NuVue industries Inc in Hialeah, Florida under a duality control program with inspections by NAN-11 Ine having State of Florida license# QUA 1789. N• TOS ''•. -'Vipin N.Tolat,P.L. ;��Q� ..,,• E N Florida P.E.0 12847 ;' GS�'••• 4/15/2013 No.12847 vnt/nu0413 ;-p'. STATE OF ; • � f 1 ON A- I 1 ............. ....... .. ....._...._.____._... i Page 4 TABLE 1 Truss Anchors NVTA and Riveted Truss Anchors. with Seat NVTAS 1 14 G Straps, 20 G Seats 1" Perpendicular to wall H ` ��. / Length Product -� L2 in Code f6 NVTA-16 NVTAS 212 f8 NVTA-18 NVTAS 214 20 NVTA-20 NVTAS 216 H i MIN. 4° 22 NVTA-22 WAS 218 F-MB. Pcrollel L1 to wall 24 NVTA-24 WAS 220 NVTAS V Concrete Tie Beam 26 NVTA-26 WAS 222 or Tie Beam formed t" with concrete filled masonry 28 NVTA-28 NVTAS 224 30 NVTA-30 NVTAS 226 " 36 NVTA-36 NVTAS 232 1 "- - - o � --48'•` NVTA--48 NVTAS 244 1�. fi 21" 0 MIN. 4" EMB. 0 2j" NVTA 1, 0 MNo. ofaximum Allowable Load lbs Holes Dia, 1}" Fasteners. Uplift Uplift- L1 Single L2 Single NVTA, NVTAS each strop Single Double & Double & Double tad Strap Straps Straps Strops No, of Maximum Allowable Load lbs 5 757 1514 250 500 Fasteners Uplift Uplift Lt Single L2 Single each strop Single Double & Double& Double 6 805 1610 250 S00 10d x 1,5" Strop Straps Straps Straps 7 854 1708 250 500 -•-- - 5 1032 2236 250 500 8 902 X18041250 250 500 6 1127 2254 385 565 9� 951 01902- 250 500 71136 2272 520 630 10 999 •1998250 500 8 1144 «2288 520 63011 1048 •2096 250 5009 1153 '2306 520 630 12 1096 •2192 500 — 10 1161 02322 520 630 13 1145 12290 250 500 _ 11 1170 _ 02340 520 630 14 1193 *2290 �250 500 12 1178 •2356 520 630 *Note: For 8 or more nails per strap, use double 13 1187 X2374 520_ 630 truss for double strops. For all Loads Co=1.6 - 1 , _.-............._........... .........-. .__._ .._. I 1 t Page 5 TABLE 2 TABLE 3 NVBH 24 BUTTERFLY HANGER NVUH 26 JOIST HANGER FASTENER ALLOWABLE FASTENER ALLOWABLE v w w SCHEDULE LOADS (lbs.) v w w SCHEDULE LOADS (lbs.) w 0 p �' N o U a a: DOWNWARD 2 N o o a w %+� DOWNWARD WIND a ¢ GRAVITY Wind a c) 00 0 x GRAVITY UPLIFT . 00 000 LOADS Uplift Load n. W 6 v LOADS LOAD , _ CO-1.0 Co=116 ' Co=1.0 C0=1.6 2-x4 NVA1,424 1A 12 A 1 1113 364 1241 NWIMMI 1- 2233 1213 Notes: Notes: 1. Values are based on 1j" header and Joist 1. Values are based on 3" header thickness and thickness. 11" Joist thickness. 2. Can only be used in Non—HVJQ. F UPUP-f LOAD UPLIFT LOAD i ' I DOWNWARD LOAD I v DOWNWARD LOAD 21" I ° 2j" z}- 0 ° • tE ° A ° • 0 ° 21,. 0 . ♦ ♦ 6#. ¢�" ♦ `` 0 " 0 Q♦Q ♦ U ♦ t�. 21" 3}• la, I i i I t h Page 6 TABLE.. 4 PIVRT — Flat and Twisted Rafter Tres 1%14 G NVRT Wood to Wood 16d Fasteners Maximum. Uplift Load (lbs) Length Product (in) Code Gauge TOTAL memger• Flat Ties Twisted Ties 6 3 588 5 S88 12 NVRT-12 14 8 4 725 724 16 NVRT-16 14 105 861 860 1$. NVRT-18 14 1.4 7 1135 1132 20, .NVRT-20 14 VRTdo 22 NVRT-22 14 No. of 16d nails I�Wood diameter e Maximum Uplift ft 24 NVRT-241.4 to Wood Framing Tapcons to Concrete Load (lbs) 30 NVRT-30 14 3 3 588s .4. 4 722 36 NVRT-.36 1.4 -- 5 4 856 48 NVRT-48 14 6 5 991 7 5 1.125 Notes: 1. Specify "F" for Flat and "T" for Twisted when snot ordering. Use not holes 16d 2. Fastener values are based on a minimum 1j" ^� thick wood members, o f 1"Tapcons r 3. 0 Indicates no: of nails in each connected1 o° zr i, wood fiernber: i T•' ° o Tx. p cons shall be embedded a minimum of � t ° 4. ITW to P p o14. 1j" into concrete tiebeam or tiebeam formed t o ° with concrete filled masonry. fTW topcons shall ° have o min. edge distance of 21" and minimum NVRT Anchor staggered spacing of -'4" as shown, holes dia. All 5, Use only in Non—HV MZ. UPLIFT 6. For Uplift loads Cp=L6 Vitc`es a s na • a e' • e s .ea __ ,, LENGTH: -f <:�•>' r� FLAT t ttALF HALF Connected Connected to truss to wall 21' Min. edge distonce e v a o LENGTH { TYr1STED 't Ca Beam farmed with concrete filled mosonary or concrete lie beam __.....__...-__.._----. __..._ . I s Page 7 TABLE 5 Truss Anchors NVTH IY4"04G,, Seat 18G H No. of Maximum Uplift Loods (Ibs) Maximum Lateral Loads`(Ibs• Length Product Code Fasteners Single Strop Double Straps Single Strap Double Strop (in) in each Strap on on 12 NVTH-16 NVTHS 212 1 Oci x 1.5" `Single Truss Double Truss. L1 L2 L.1 l_2 14 NVTH-18 NVTHS. 214 5 1032 2064 560 525 11.2.0 1056 � 16 NVT14-20 NVTHS 216 6 1222 2444 .671 630 1342. 1260 18 NVTH-.22 NVTHS 21:8'• 7 1:275 2550 783 735 1566 1470 20 NVTH-24 NVTHS 220 8 1329 2658 783 . 735 1566 1470 22 NVTH-=26 NVTHS 222 9 1383 2766 783 735 1566 1.470 f 24 N.VTN.-28 NVTHS 224 10 . 1437 2874 783:. 735 . 1.566 1470 26 NVTH-30 NVTHS 226 11 1490 2980_ 183, 735 1566 1470 32 NVTH-36 NVTE4S 232 12 1544. 3088 783 735 ' 1566 1470 44 NVTH-•48 NVTHS 244 13 1598 3.196 783. 735 1566 1,470 Ce=1:.6 for.Uplift and Lateral loads. 1Y.` 1 Y4I o ty; 1H o aot.aso3•* r 3'.- Holes � 0 ` Moles Ota. tY.� MIN.'4". " MIN. 4." 0 EMB. ` EMO. NVTHS 1 'NVTH 1 NVTH',. NVTHS Double Strap Single Strap Double Truss Single Truss t Concrete Fie Beam Concrete Tie Beam or Tie Beam formed or Tie Beam formed with concrete filled with concrete filled masonry masonry ._.........: .�__ �......__. _ r_ _.. .. .. ... . .. _..._ ...._w... r7yg��• ii E 4 f l . f I Rage 8 TABLE 6 — SKEWED NAIL PLATE Fastener 3Y�" Product Steel Schedule Ailo'wable Loads (lbs) (� Code Gouge I Each End Gravity Uplift ids fY, 3ts NVSNP3 16 (6)8d x QV 534 594 I /yJz As For Uplift, use two NVSNP3, oneat top chord andaone at bottom chord of the supporting and supportedo o Trusses in compliance with section 2321.7 of the FBC. All CD=1.6=Uplift ► t)b -- Supporttng Tula3F• x T�� till op k bottom 57s' chord 1 Supported s t3fs" tY," IYs' 3fa Truss Top dt bottom chord Haleattern is mirror tmuge•af the Holes 11Wdia. W"'"� oppslte silo NVSNP3 Installation 14 G Strops NV3581NV458 'TABLE 7 — NV358-2.Ply Seat TABLE 8 - NV458-3 Pty Seat I Assembly 14G Strap Dimension Total No.; Total No; All W66le Total No. Total No. Allowable Product Product H of Fasteners of Fasteners Loads (lbs) of.Fosteners of Fasteners Loads (lbs) Codd Code (inches) in 2 .Straps in Seat in 2 Strops in Seat =t2 100 x 3" 10d x 3" Uplift Ll L2 10d z Y 10d x 3" uplift t1.1111:2 Nvltil6 112 f4 Wks t{ 8 8 2245. 1961 1839 8 a 2245 2783 2078 10 8 2525 2206' 2088 10. 8 2525 :3131 2338: t6 NYTH2O 16! - ' 12. 8 2808. 2452 2298 12 8 2806 3479 2.597 <20 NVTH24 20 14 8 30815 .2697 2528 4 8 3086 3827 2857 -22 NVTN26 22 16 8 3367. 2942 2758 i:5 $ 3367 4175 311.7. 724 NVT,H28' 24 I .�-28 NY1H30 26 !CD for Uplift, Li dt L2. IY4'. —32 NVTH36 32 I• • Mff-44 1 NVTH48' 44 3'Ny358 . 4'A"NV4381. 2 " 21i' tY" lYs• ��.. 2)r a a yt• 3K NV358 "- 2.ply 4mt MV358 3J6"NV45B 3.ply not 00411 H UPLIFT Holes Did.)fe' Side view • 140 NVlh' i 4.o L2/ 2- BAYl 9.4 e205•x 1' .Cana• ,f ph I/4•r+•. Fmb•bn•nt: • Holes ��-1' Dla.Tfi 2J' Concrete Tie Boom i •.1 ,.,.�: or Tie Boom formed 1f� witli Concrete filt4d 1' ?; Masonry. 21S" IV Ll Notes Dia. .�• 1 41f' 18G Seat Detail ra�P E Page 9 TABLE 9 HURRICANE CLIPS Product. Gari a Fasteners 10d It Or!AllawoblegLoads Code Description 9 "Header ' dol•t lift:NVHCR HURRICANE CUP- RIGHT 16 8 B 25 NVHCL HURRICANECUP-tF£T` 6. YS E Foe Uplift, Use two clips,one on each side.to comply with section: 2321.7 of tha FBC Cp=1.6 for Uplift-, Ll k L:2. Top dtcrd k 0 4 • e �. U"T ° • Ta NVHCL NVHCR Q a O: hde.df°.�a-178' Wt,.. •` ,'i�'. ce•rd ._. 2-2c Rabe Cf,Qg4-SBCtian .e..e SCAMe LZ. " '.4 40 e:1 NWiCA L1.. TABLE 10 _ TABLE 11 14G NVTH Strops NVSTA/NVHTA NVSTA-SIngle Strop NViITA-Double Straps`, Assembly 14G Strop Dimension Total No. . Total,No. of Allowable Loads (Ibs) Total No. _ Total"No; of A116W661e Loads (lbs) Product Product ti of Fasteners Fasteners in F'c-2500 Psi of Fasteners Fasteners in F'6=2 00 Pet Unless.Noted Code Code (inches) in Strap 20 GA. Seat in two Straps.20 GA. Seat Uplift ted x 11¢` 10d x':1)¢` uplin t1 b2 Idd x 1Jr ted x IV tiWln r u t2 NVSTA'12H: NVtH16 42 'NYIfTA=i2H' ,S 6 1309 .700 1040 16 6 1772 :2078` 1030 -;t4S0 NVSTA-1411 "Y"ll 14 ¢ 6 .. 1426 766 1144 12.. 6 1994, , 2336 fiat 1331 Nl4lTA=.14H.- - ,1545-. �8Y3' 1239 14 _.. 8. ,. 2215._ .2$98 112 1812.. NVSTA-16H. NVTH2O 16. WiTA-16H.. .,_ .. 8 -6 1664 . 987 1335 16 8 2437 2856 1444.. :1944 -14VS1A-2aN NVAQ4 20 4 .. _ 16 1783- 950 1430 + ''I8 - .6 2658 3117.- -1575 2475 ,NN4TA-20N .. - NVSTA22HNvtnza 2z. NVSTA-22H _ C =1.6 for Uplift, L1 & L2. k` ! n4�FtT-2N- HVTH28 2441 NVSTA=28NryV7H3a. 26. O e. e O "TA-28" NVSTA-32H. 3Z..NV1H36 .. NN1TA-32H NWA-441f NVr1Tk-4-N" NV7H48 44 -T Ndlu-Ola. 4 ._ Side Vier O 20 CA..Seat lY4h tY4"1„1Y4" Z Soal' e H . e. H 4'Min. Concrete UPLIFT Caicret• UPIuFY Slot mwrx t'. EinbedmmL 1 Pin Y,G- fmbedmant. ( L2 Ph 'did. �7Fz". ! _ L.�• 44H NVSTA 1?�i 44H Reinfore•d Contrite Reinforced Concrete �-- tie.beam fain. 205 tie bean Yin. 2#5 Top k bottom or reinforced Top&bottom or r•inforc•d Cencrote block wall. Concrete block wdi F I i+ 1 Page 10 TABLE 12 JOIST SUPPORTS 18 C NVJK JOIST SUPPORTS ,. Allo4oble Loads (lbs) Product mensan Joist Double Single Fosteners Dotty tm7s Booz uWnt Lordr 1eoa Inches Header Header oubis n e Sk4 up, Code w H 8S Size Size. Size Hinder Header Jotats MW Mrrr "#cow M.ad«r NVjP24 1 3 3 2x4 2-2x1 2s4 s 2x6_ 2-2x8 2x8 6't:Dd s-tdd C Or. 4-10d,x.OV 244 744 493 NVM26 1 'S 3 2x8 2-2x6 2.6 2x8 2-2x8 US 10-t6d. io-ioa,QV a-iod w W 1240 1240 821 2x6 2-2x8 2x8 NVJK28 1 644 3 .2x10 2=2x10 2x16 14-10d 1:4-104 z IV 7-ted:IV; 1736 1736 1074 2x12 2-202 202 . • Use only in non-HVHZ Singie Header 1-2X 3" DouD2 Fieadar 1 ' t Y• �-.�-� 2 Y4 -2X. N ' 7 ` 4 I, NVJH 26 as shown o NVJH 24&'28 Joist a different but es.with - I 8S different'holes. 1 Joist W TABLE 13 NVSO 236, 16 GAUGE, HEAVY DUTY FACE MOUNT 101k HANGER Fasteners Allowable loads .(Lbs:) Joist Heador Size Size Header Joist OftANTY Uplift c,�i�o ce=ts. 14-10d 6-10d ' 175$ 1108 ' 2-2x8 24-8 2-2x10 14-.16d 6-.16d 1875 1279 2-2x12 Le Saews ..6-i6d 848 1217 - tieodec 2-2X Minimum 0 o I n e o r o a 4 p I 1�• Joist 1-2X Minimum sar HOLES 1/2." DIA. i Y. NAIL HOLE 3/16' DIA. I �F s 1 f i i L i 6 � Poge 11 TABLE 14 TOP PLATE ANCHORS 11. NVTP k NVTPH J, Size Product Gouge Dimension' (in). Code A B 2x4/4.4 NVTP4 20 3f I3^ 2)6/4 6 NVTP6 20 5J7 8!• a. P 2x8/4x8'' NVTP8 20 7S7' e i3� 8" o TI1 + 2x4/4c4 NVTP4H 18 3� g" 8 o Stud 2x8/4x6 HVTP6H is2M is min.2x4 0 P o D Total number of fasteners o ° o 10d z 1'V' o Product o 0 code Max. Uplift Capacity {lbs) 6 6 8 10 12 NVTP 4,6s 828 1087 1346 I6a5 NV1P 4H,6H,BH 938 1207 t67G 1743 Notes: 1. One half of oll specified fasteners shall be used on each side of the stud to achieve tabulated values. •''t `+ 2. CD-1.6 for Uplift. TABLE. 15 18 Gauge .NVH.0 43 & NVHC 43/2 HURRICANE CLIP, PRODUCT FASTENERS OE SIGN,LOADS; CODE DESCRIPTION HEADER JOW UPLIFT Lt L2 i NVHC 43 Hurrleone Gip - 1Md'e 9-10d 9-10d 6870.; 407 308 NVHC 43/2' Hurriciine Up- W1dex2 10-10d 10-10d 917 547 432 For Uplift, use :two clips,. one on.each side to comply with section 2321.7 of the FBC 3Y" Co=.l,6 for Uplift, Lt & L2'. 1 1 Y2 W, - ri 3 \ " 2 Y" � 11 6k�• UPUFT2UPLIFT =sx(swde NVHC 43/2 NVHC 43 Use 2 Gips L2 NMC13 2 12 one, on each aide Ll a Page 12 18 Gauge Anyl lion Table 16 Product Dimensions (Inches) Fastener Schedule Allovable Loads(lbs) Code Y11 w2 L Header ,foist F1 F2 ABS 1 29{a 5 3-10dx1Xt' 3-10dxlX' 511 595 A87 tj4' 2%, 7 4-10dx0f' 4-10dxlh' 562 794 NNot— NO wider n1ila leg to Jalst and Shorter leg to Header. W1-+Y11 I"F2 - jypicoi k f TJX W2 W1 0 r O 0 0 0 0 L L 0 0 Installation P©_7 18 Gouge NVHC 37 5WAY Gri Clio-1520) Table 17 Nail Schedule Allowable Desfgo Loods(lbs) Product Code Description Header ,foist Uplift Ll L2 0, Plate a< Stud NWIC 37 Sway Clip 16-6d or 12-8d or 710 560 T30 i6-10d 12-100 CO = 1.6 for uplift, Li k L2 'me uPuvr UPLIFT ' Lz • 2' L1 • . Ll IXt' s• - r { l ' i I , Page 13 ti, Gauge NVrHJ truss hip k Jack Hanger Table 1.8 Allowable Coeds (!bs)S..Frne Nail Schedule ' Product up Grovh Meador Codetpp Nail tow kik Nos sw IGOx 10aF 1.157[ 1155 Nail tG3 a b total a d :.total WHJ26 W1 3229 33J3 3333 26 5 4 9 2 J S Note. for 1=2x members t0ds4)�' nails can be used ` 3 20GStudPlate Ties= e Lett e. ,. FGght . a Table 19 l —c— Pmducl Dimensions(Inches) Fasteners Nlowab;e Loads(lbs) w L Stud Plate UpAft Lf L2 IKE t 1 5- G-IOd 4-103 781 337 337 —Jack IKE_2 i 6){j` 1L'z' 6-1 0d 7-I0d 932 451 31$ _. 1-29 C0 1.6 for uplift, Lt & L2 UPWFT a f UPW M L2 tA/RW-ZB os $hown lip . M1 Hyttu-z6 em;lar - w (ISOMETRIC) f--{ --L� •a . 5:6" TYP• tl •a � • •a �. .; dept.INEt 4—wk- INSTALLAtiUN _.. lK-t XE-2 ^azZ ,.+3Z WTHJ`-26 os shown ll) WDU-28 4:oQor _........... M A ! 2 1... k 1 Page 14 De.cp Seat'11uss Anchor.They aro dsskned to resist lotad and uplift(orcei. The strop is mode of 14 gatge.steel 4W the feats of 20 gouge fled, Table 2Q- iotal No.. :Total No: of UPUFT Assembly Dimension Allowable Loods(fbs} of Fosteners Fasteners in in Strop 20 CA. Seat _ + Dade (inefes} IOdx1}yl' lOdxiX' u—pr—.fT LI L2 NVSTAI2 12 5 6 1046 700 1044 T /` r MTAI6 16 6 6 1141 760 1.144 ` T 6 1236 .823. .1239 . NVSTA20 20 $ B 1331 887 1335 thSTA22 22 9 . 6 1426 950 , t.430 L1 ! WSTA24... 24 CD = 1.6 for uplift, L1 & L2. .. NVSIA E (lufdeit.Doubta Simi)Riveted-Truss Anchor. They,are designed of (4 gage Heel piotes to fust latercl and uplift'farces.The souls ore nibde of 20 ga le d"L Table 21 Assembly Dimension Total.No; total No. of Allowable.Loads(lbs) Product M of Fasteners Fasteners in F e 2500psi (unless othsrwfse noted) Coda. (inches) in .two Strops 20 Gil. Sent 10dKTX"' IOdxIM2 UpliftUplift v L2 i NVHTA12. 12 FIC z�.3000psi .. 10 6 1506 1766 1050 1456 NVNTA141 16 11 g 1695 1987. 1181 1611" NVHTA20 20 .14. 6 1883' 2208 .1312 1812 18 6 2071 2329 4444._ 1994:. MMA22 22 18.... 8 ., 2259 2649 1575 2175 NVHTA24 24 CD =.1,8 for uplift, L1 'dc L2 { v7 jy� UPLIFT �lN1� l L✓ l 7f 1 p f Y � Ll ht. •r�i WErA , w.... . ._........ t . , WOOD TO WOOD TRUSS HANGERS NVFHE Carrier ALLOWABLE LOADS (Lbs.) TrUSSCarried 12" HIGH 16" HIGH Verticals Truss 1 Ply 2 Ply 3 Ply 4 & 5 Ply . 1 ply_ 2 plWNVFHE3D 5 Ply NVFHEIC NVFHE2C NVFHE3C NVFHE4C, 5C NVFHEID NVFHEE4D, 5D1 PLY Gravity 2510 2510 5200 5200 4360 43608601=2x6 Uplift3520 7380 7380 6510 651033502 PLY Gravity 3755 3755 7288 7288 7070 70700372 2-2x6 Uplift 4960 496Q 9870 9870 7890 10156 14805 14805 3 PLY Gravity 3900 3900' 7288 7288 7410 7410 10372 10372 3-2x8 Uplift 5110 5110 9870 9870 7890 10580 14805 ' 14805 4 and 5 PLY Gravity 3900 3900 7288 7288 7410 7410 10372 10372 4-2x8 5-2x8 Uplift 5100 5100 9870 9870 7890 10580 14805 14805 NVFHEIC, NVFHE2C, NVFHE3C, NVFHE4C & NVFHE5C-12" high NVFHEID, NVFHE2D, NVFHE3D, NVFHE4D & NVFHE5D-16" high2J4iy2^ Washers " 50 2C – 3N2" 2D - 1^4 3i" 1X2 1C 1• 1Y4 13;- 1 1" ~ Y I a �(e x24" I�' I 1 •r O O 0 • O O 0 NVFHE 1C, 2C O O O 0 1 Reqd. t=Y4" � 0 3h ^ 0 0 «� X ('`�',,� ---4Y."—� T NVFHE 1C, 2C NVFHE 3C, 4C, 56 1-- �— I NVFHE 3C, 4C, 5C NVFHE ID, 2D NVFHE 31), 4D, 5DI-4 °•� � 1 Ply NVFHEIC, 1D X-134" TNw vwed. 2 Reqd. t=Y4 I AN 2 PIN 3 PIN 4 Ply,3 Ply aarrfid 5 PI 2 Ply NVFHE2C, 20 X=3h" CarlecTNr . • 3 Ply NVFHE3C, 3D X=5X2" Y" y" 4 Ply NVFHE4C, 4D X=7" Washer r1Yi 23'4••1 Washer 'r 4- 5 Ply NVFHE5C, 5D X=8X2" JV NVFHE –V74 i D & 2D 3X2 -1 l 1 Reqd. '11 Ys 34 F n N o t'Y" •1 o a 0 1 Reqd. -� ?r � 'r NVFHE " j o 3D, 4D & 5D cuvl«TM Vwtled t Ply,2 Ry,3 Ply,4 Ply,3 Ply IL O LT I J" t=Y" I PIN 2.Ply,3 PIN. Ply,5 Ply •A 1 O 0 CaAW TNn Chad• F.-3•-.11 T SIr 1@S L.--.7•--1? WELD & PLATE DETAILS (Wood to Concrete & Wood to Wood) t-A 'r VIPIN N. LAT,PE IVIL Iota b Plate o6" X ° FL.REG.# 12847 Weld B Plate a ,� Weld A late a 15123 LANTERN CREEK LANE o HOUSTON TX 77068 x Wel Plate c Plate a Weld B Plate b •. N N � • , e � . PLAN ; eld B ELEV. FIS Plate e Weld A: 8" long for 12" high & 10" long for 16" high plates and Xz" at top. Weld B: Continuous 'R16" Fillet. �. Weld C: Continuous die" Fillet. NVFHE Carried Truss Verticals L 1C, 10 2x4 Plates a: 4"x X16"x y12" or 16" 2C, 20, 2 x 6 Plate b: (X+h")x -16"x 12" or 16" 3C, 3D 2 x 8 Revised 1172170-- Plate c: (X+h")x Xr,"x 4�6" 4C, 40 2 x 8 Revised 08/01/05 5C, 50 2 x 8 Revised 10/15/08 Revised 01/13/12 Revised 10/11/13 I WOOD TO CONCRETE TRUSS HANGERS NVFHE Concrete ALLOWABLE LATERAL LOADS (Lbs.) (Power Fasteners) Strength Carried 12" HIGH 16" HIGH (psi) Truss 1 Ply 2 Ply 3 Ply 4 Ply 5 Ply i Ply 2 Ply 3 Ply 4 Ply 5 Ply NVFHEIA NVFHE2A NVFHE3A NVII NVFHE5A NVFHE1& NVFHE28 NVFHE38 NVFHE48 NVFHE58 2000 L1 1600 1600 3200 3200 3200 1750 1750 1750 13450 3450 1-2 890 1790 2390 2690 2690 1330 2680 3580 '4030 4030 2500 L1 1625 1625 3.375 1 3375 3375 1765 1765 1765 3505 3505 L2 890 1790 2390 1 2690 2690 1330 2680 3580 4030 4030 3000 1-1 1650 1650 3550 3550 3550 1780 1780 1780 3560 3560 L2 890 1790 2390 2690 2690 1330 2680 3580 4030 4030 Carried a b For 8-Y 12" Tie Beam :Ply I X(in) Truss (in) (in) 3A, 4A, 5A 1A, 2A NVFHE 1A, 2A. 3A, 4A, 5A P i X. { lY4" To 3 �,a a r ifs"—fir--i ry- 3(e-J 3a r" Verticaruss t 2 X 4A,, 48 17y" 4�'4" 3 5,V2" 5A, 59 1Y4" 6 Sri N 4 7 Isometric ° 5 8 .. for all NVFHEe-� xa ifs-"� te- --.ism'` Connectors For A"Y 16- Tie Beam - � ' NVFHE 18, 2B, 38, 4B, 58 �' �•�12847 4B• 58 18, 2B, 38 15123! CREEK „I a a~-1 3fa`��--�'I(" 3(e" 3fe"—I y 2% T�ertical uss LANE HOUSTON, —T TR 77068 ° o 2 N ._L We 1 PI , 2 PI, 3 PI, 4 PI and 5 Ply Truss Chords Truss Vertical 1Y 4 - .m Power Bolts ifs Power Bolts For Bolts !.•. L2 12" 14)4• TI.Beam • ^� . Location See a.12,8.,a %:. •. Details Plywood Filer �.� L1 e"12"deep as Truss Vertical 1 PI 2 PI 3 PI'�.4 PI 'and 5 PI shown Structural Notes: Wood to Concrete and wood to wood connectors. 16' similar 1. All design conforms to 2007/2010 FBC and 2009/2012 IBC and IRC and NDS 2005/2012. 2• Ns" thick structural steel shall conform to ASTM A36 yield strengh 36000psi. All bolt holes are 1348" diameter. 3. All welding Shall be minimum 3(6" with E70 electrodes and shall comform to.latest AISC/AWS codes. All welds shall be fillet welds. 1 4. All Power Fasteners wedge bolt anchors shall be per manufacturer's published information. Minimum anchor diameter is Y4" and anchor embedment shall be 6". 5. Lateral values in concrete shown are reduced for bolt spacing and edge distance. Power Fasteners are used without 339 increase in allowable values: 6. All bolt values in wood comform to NDS 2005 for southern pine, G=0.55. Values for other species_shall be adjusted as per NDS 2005. Bolts are %4"diameter. 7. Bolts shall not penetrate Truss Top and bottom chords and shall only be through Truss Verticals. Bolts thru wood shall conform to section 11.1,2 of NDS 2005 and table 11 G for shear values. 8. This connector shall only be used for wood members looded parallel to grain. 9. Steel stress is not increased by 33X 10. Provide plywood shims to close the gap between carried truss and steel connectors to prevent bending of bolts. 11. Lateral loads shall be combined with Uplift loads to satisfy the equation: Actual I1olift Allowable Uplift + Allowable-0 + owa a <•1.0 12. All products are pointed Royal Blue for easy identification. Revised 01/13/12 Revised 10/11/13 1 WOOD TO CONCRETE TRUSS HANGERS "NVPAL" Allowable Loads (Lbs) • PRODUCT PLYS XX re-2000 psi. rc-2500 pal. rc-3000 pal. CODE (in) O Gravity Uplift Gravity Uplift Gravity Uplift O NVPALI 1 2 7800 7047 7800 7047 7800 7047 6 ® NVPAL2 2 4 7800 7800 1 8100 8100 8400 8400 1 NVPAL3 3 6 7800 7800 8100 8100 8400 8400 NVPAL4 4 7 7800 7800 8100 81 00 8400 8400 t ® 2x4 Truss NVPAL5 5 8YZ 7800 7800 8100 8100 8400 8400 ,Verticals * Truss Vertical Shall be 2x6 or Larger. Use Bolts A,B,C & D BoltsBolts For Wood & E,F,G & H for Concrete. ® 0 A&B 1Y" 3" 1�'" C&D Allowable Loads (Lbs) 12" Truss PRODUCT PLYs xx F'c-2000 paL r c-2500 pal. rc-3000 pal. 7.4 Verticals CODE (in) ar 13 ` 2x6 Gravity Uplift Gravity Uplift Gravity Uplift „ or Larger NVPALI 1 2 5577 3524 5577 3524 5577 3524 NVPAL2 2 4 5586_ 6238 5586 6238 5586 6238 ISOMETRIC NVPAL3 3 6 1 5258 6613 5258 '6613 5258 6613 NVPAL4 4 7 5097 6613 5097 6613 5097 6613 XX 3' NVPALS 5 S)2 4927 6613 4927 6613 4927 6613 346"'I 6 n l," 3., * Truss Vertical Shall be 2x4. Use Bolts A & B only PlywoodFor Wood & E,F,G & H for Concrete. Filler [A C It 6"x12"x3(6" 3” 1 D Truss O O Vertical VIPIN N. TOLAT, PE(CIVIQ 2x4 or 2x6 7}¢" FL. REG. # 12847 346" 6„ 6^ 15123 LANTERN lk 67x3(6"x(xx+%") CREEK LANE OE —>X— G 3" O ORel 11' 5'346"x3(6"x12" HOUSTON, TX 77068 6" 6" F H 2” T.B. ^ 3„ 0 0 1Y4" Y" Y4" 1Y4" 12"X346"-1,2,3 Ply I G ( t3 '1,2,3 PIy ,5YZ" J¢"-� {—°--.� z"x12"x346"-4&5 Ply,' �/ 1 4 & 5 PlyJ Structural Notes: Wood to concrete. 1. All design conforms to .2007/2010 FBC and 2009/2012 IBC and IRC and NDS 2005/2012. 2. 348' thick structural steel shall conform to ASTM A36 yield strengh 36000psi. All bolt holes are 1348 diameter. 3. 411 welding shall be.minimum 346" with E70 electrodes and shall comform to latest I AISC/AWS codes. All welds shall be fillet welds. 4.+ All Power Fasteners wedge bolt anchors shall beeper manufacturer's published information. Minimum anchor diameter is -Y4 and anchor embedment shall be 6". 5. Uplift values in concrete shown are reduced for bolt spacing and edge distance. Power Fasteners are used without 33% increase in allowable values. 6. All bolt values in wood comform to NDS 2005 for southern pine, G=0.55. Values for other species shall be adjusted as per NDS 2005. 7. Bolts shall not penetrate Truss Top and bottom chords and shall only be through Truss Verticals. Bolts thru wood shall conform to section 11.1,2 of NOS 2005. 8. This connector shall only be used for wood members loaded parallel to grain. 9. Steel stress is not increased by 33X 10. Provide plywood shims to close the gap between carried truss and steel connectors to prevent bending of bolts. 01-08-2007 11. All products are painted Royal Blue for easy identification. 02-17-2009 01-13-2012 Wood to Wood Truss Hangers NVFHO- 15 Carrier Allowable Loads (Lbs.) Truss Carried 1 Ply 2 Ply 3 Ply 4 Ply Verticals Truss NVFH0IA-15 NVFH02A-15 NVFH03A-15 NVFH04A-15 1 PLY Gravity 7500 8040 8040 8040 1-2x6 Uplift 7890 11700 11700 11700 2 PLY Gravity 7500 10014 9900 9900 2-2x6 Uplift 7890 •13965 14805 14805 3 PLY Gravity 7500 10014 9900 9900 3-2x6 Uplift 7890 13965 14805 14805 4 PLY Gravity 7500 10014 9900 9900 4-2x6 Uplift 7890 13965 14805 14805 L4"x 4"x 3/16'x 15" 1,2,3,4 Min 11" high i PLY XX Ply Carried Truss 2x4 or 2x6 in. 5 verticals 1 1 X" SECTION 'C Plywood � L 2 3X- AA 3 57¢" A O A 1y n g 0 4 7" B M OB C 0 ,n C OC D Note: Do not use holes p "D" thru Carrier Truss Plate D 4'x6 z (XX)" MIN 2x6 2" 2" Bottom chord 110i"F 234 Ply 1,2,3,4 Ply Truss ISOMETRIC �4•� X, Carrier Truss 2x6 ;:K " " 6 x 15" X16" —J. ood 4�1 , er N W 1asher 4"x 8"x Ys'naT L N2"�� 2z4 or 2x6 WELD DETAIL I 2.3.4vorticopl-.{2• 1.2,3,4PlyCarried Truss) 1,2,3,4 Ply PLAN VIEW Carrier Truss Min. 2x6 Structural Notes: Wood to Wood connectors. VIPIN N. TOLAT, PE (CIVIL)FL. REG. # 12847 1. All design conforms to 2007/2010 FBC and 2009/2012 IBC and IRC and NDS 2005/2012. 15123 LANTERN 2. Structural steel shall conform to ASTM A36, yield strength 36000 psi. CREEK LANE All bolt holes are 1N8" diameter. HOUSTON, TX 77068 3. All welding shall be minimum fie' with E70 electrodes and shall conform to latest AISC/AWS codes. All welds shall be fillet welds. 4. All bolt values in wood comform to NDS 2005 for Southern Pine, G=0.55. Values for other '/ -• species shall be adjusted as per NDS 2005. f �� 5. Bolts shall not penetrate Truss Top and botton chord and shall only be through Truss Verticals l ,Bolts thru wood shall comform to section 11.1.2 of NDS 2005. 6. This connector shall only be used for wood members loaded parallel to grain.. 1 7. Steel stress is not increased by 33X 8. Provide plywood shims to close the gap between carried truss and steel connectors to prevent bending of bolts. 9. All products are painted Royal Blue for easy identification. 08/21/05 Revised 04/01/06 Revised 10/15/08 Revised 01/13/12 i Heavy Duty Face Mount Joist Hangers ,Sheet 1 of 2� I Product W H No. of Joist Code in in Joist Size NVFH 24 19(6 3X2 1 2x4 2x6 I NVFH 26 19(6 5,112 1 2x8 NVFH 28 19(s 774 1 2x8 h—U �eaders 2x10 NVFH 210 19(6 9X1 1 2x10 2x12 0 2x12 ° NVFH 212 19(6 11X2. 1 2x14 2x16 NVFH 24-2 316" 314 2 2x6NVFH 26-2 316" 514 2 2x8NVFH 28-2 316" 7X1 2 2x10 NVFH 210-2 376" 9X1 2 2x12 NVFH 212-2 316" 11X1 2 2xi4 2x16 NVFH 36 29fe 574 1 3x6 3x8 NVFH 38 29(6 774 1 3x8 1-214"x 2X2"x �6" 1, 2, 3 or 4 Joists 3x10 NVFH 310 29(e 9)4 1 3x10 3x12 NVFH 312 29(s 11X1 1 3x14 3x16 NVFH 36-2 576 5X1 2 3x8 w I NVFH 38-2 A 774 2 3x8 3x10 NVFH 310-2 576 9X2 2 3x10 die" 3x12 NVFH 312-2 Me 11X1 2 3x14 ►+ 3x16 NVFH 26-3 436 511 3 2x6 WELD DETAIL NVFH 28-3 4% 774 3 X10 P� '�.i Plate P `1 214"x3(6'xW NVFH 210-3 4% 9X1 3 2x12 2x10 ISOMETRIC NVFH 212-3 4% 11X1 3 2xi4 I 2x16 NVFH 28-4 676 7X1 4 2x8 2x10 NVFH 210-4 676 974 4 2"10 2x12 —2X Headers NVFH 212-3 676 1171 4 214 WIN N. TOLAT, PE 2x16 4x4 6d nails x 3X2" (CIVIL)FL. REG. # 12847 NVFH 44 39(6 311 1 4x6 15123 LANTERN Joists NVFH 46 39fe 5X1 1 4x8 1, 2, 3 or 4 CREEK LANE NVFH 48 39(e 7X2 1 4x8 ; HOUSTON, TX 77068 4x10 NVFH 410 39f69X1 1 4x10 4x12 A NVFH 412 39(6 11X1 1 4x14 Od x 1X2" nails 4x16 or sinker nails NVFH 66 5X2 5X1 1 6xfi 16d x A" NVFH 68 514 7X2 1 s i0 PLAN VIEW ` NVFH 610 5X1 9X2 1 6x10 I 6x12 6x12 NVFH 612 574 11X2 1 6x14 6x16 NVFH 86 7X1 5X1 18x8 i NVFH 88 774 7X2 1 8X8 I NVFH 810 7X1 9X2 1 8x12 03/19/10 8x12 NVFH 812 7X2 11)1 1 8x14 L _ -- 8x16 Heavy Duty Face Mount Joist Hangers (Sheet 2 of 2) j r Joist Fv=175 psi Shear Capacity (Lbs.)(2)(6) H 2-2X 10d x 114" 1) Hanger Capacity (Lbs.)(2) size Uplift 160% Gravity 100% Headers No. of Joist Nails Uplift 160% Gravity 1008 F 2x4 980 615 (in) No. of 16d Nails 2x6 1540 96031<i 12 9 1550 980 i 2x8 2030 1270 514 18 15 3130 1900 2x10 2590 1620 2x12 3150 1970 734 24 21 4800 2950 2-2x4 1960* 1230* 91430 27 , 6600 4050 j 2-2x6 3080 1925 36 33 8400 5150 2-2x8 4060 2540 2—2x10 5180 3240 2-2x12 6300 3940 H Nails Thru Joists Nails Thru Nails Thru Joists Left Side Header Right Side 3x6 2570 1600 �In� of Hanger each side of Hanger 3x8 3380 2115 0 i 3x10 4320 2700 4 Nails o o° 6 Nails °00 5 Nails 00 ' j 3x12 5250 3280 0 0 0 0 0 2-3x6 5130* 3210* o °°° 0 0 2-3x8 6760* 4230* 7 Nails 00 00° 9 Nails 00 0 8 Nails 00 0 j I .2-300 8640* 5400* 0 0 0 0 0 j 2-3x12 10,500* 6560* j 0 ° 00 3-2x6 4620* 2890* o°0 0 0 0 - o o° I 3-2x8 6090* 3805* 714 10 Nails o 0° 12 Nails o o o 11 Nails °°o o ooo j 3-2x10 7770* 4860* 0 0°0 0 o o 3-202 9450* 5905* o i 00° O O °O° 4-2x8 8120* 5080* 0 ° o o 4-2x10 10,360* 6480* 914 13 Nails 000 00 15 Nails 000 °° 14 Nails 0 0° 00 °00 0 4-2x12 12,600* 7880* 0 0 0 000 °°o 0 0 4x4 2290* 1430* ° I 4x6 3590* 2250* 0 0° 000 °°0 I 4x8 4740 2950 0 0° 000 °°0 j r 4x10 6040 3780 1114 16 Nails o 0° 18 Nails 000 17 Nails °°o j 4x12 7350 4590 0 0°0 00 00 0 0°0 00 6x6 5650* 3530* °°° 0°o °°o I 6x8 7700* 4815* 6x10 9750* 6100* 6x12 11800* 7380* 8x67700* 4810* 4 8x8 10,500* 8560* 8x10 13,300* 8310* 8x12 16,100* 10060* 3 Structural Notes: (1.) For one or two joists side by side, use 10dx114" nails from each side. For 3 Joists side by side, use 16dx31'4" sinker nails from one side and 10dx1)4" nails from opposite side. For 4 Joists, used 16d sinker nails from each side. (2.) Use hanger capacity or Joist shear capacity whichever is less. Joist Shear capacity shown * exceeds hanger capacity. For these joists use hanger capacity. �(3.) All design conforms to Latest Editions of FBC, IBC and IRC. (4.) Structural steel shall conform to ASTM A36, yield strength 36000 psi. i (5.) All welding shall be minimum 3f6" with E70 electrodes and shall conform to latest AISC/AWS codes. All welds shall be fillet welds. 6(6.) All nail values in wood comform to latest Edition of NDS for Southern Pine, G=0.55. Values for other species shall be adjusted as per NDS. This applies also to shear values of joists. (7.) Steel stress is not increased by 337. (8.) Provide plywood shims to close the gap between joist and steel hangers to prevent bending if necessary. 03/19/10 (9.) All products ares painted Royal Blue or Galvanized. r . UPLIFT STRAP CONNECTOR NVUCB 3/4" Power Fastener Wedge Bolts 1lr uPUFr � b vl: r 3. 4Y4" � Roof Pitch 1 GIRDER TRUSS Thru Bolts 1.rrT1 %'sauw.W �G' L2 ywoo� 4y ha � f1 j twito b YJL � X ^ X Ir bnr 1.8 S 6 2X4 Fly 1 rA 4- L i. L1 Pard d to . 4TA T of T.e. PIon View Edge3i •T>a Dlatmp E,,.sicn 'o } e' 8db 211' N4- Olt ' e 2' Bottom of T.B. 8"X12' ,, � spacing \1� b 4hwp 2' XX+W Bottom of T.B. 4 Tie Beam �2- 8X16 8"x12" or 8'X16" 2' J. K Section ALLOWABLE LOADS Abs Roof values of L in VIPIN N. TOLAT, PE PRODUCTCODE pLYS XX Uplift Lateral Loads Sloe Rafter 2X4 Rafter 2X6 (CIVIL)FL. REG. # 12847 (l") Li Lz 3/12 5.6 7.7 15123 LANTERN NvuCB-1 1 2 4800 3350 2170 4/12 6.4 8.5 CREEK LANE NVUCB-2 2 4 9600 4250 4900 5/12 7.1 9.3 HOUSTON, TX 77068 NVUCB-3 3 6 10040 4250 5200 6/12 7.9 10.2 NCB-4 4 7 10040 4250 5200 7/12 8.7 11.0 NWCB-5 5 8J¢" 10040 1 4250 5200 8/12 95 118 i Structural Notes: 1. Design conforms to FBC 2007/2010. IBC/IBC 2009/2012 and NDS 2005/2012. 2. )s" thick Structural steel shall conform to ASTM A36, yield strength 36000 psi. Load Value Shown are based on Steel Stress without 33% increase. A 3. All welding shall be minimum fie" with E70 electrodes and shall conform to latest AISC/AWS codes. All contact areas shall be fully fillet welded. 4. 1 All 3/4" diameter bolts. through wood shall be per ANSI/ASME Standard 818.2.1. ' 5. The Lateral loads shall not exceed the Truss Chord Capacity. 6. Lateral,loads combined with uplift loads, shall satisfy the following equation: i Actual Uplift -Actual Ll Allowable Uplift + Allowable + Allowable <— 1.0 7. All Power Fasteners wedge bolt anchors shall be per Power Fasteners Catalog. Minimum anchor embedment shall be 6". Minimum normal weight concrete shall be 2000 psi. Anchor diameter is -Y4'. Bolt Values are without 3% increase. 8. Uplift and Lateral values shown are reduced for bolt spacing and edge distance per Power Fasteners Catalog. Uplift loads shall not exceed Truss chord capacity. 9. Uplift values are also controlled by compression perpendicular to grain of 565 psi for Southern Pine per'NDS-2005. For other species, contact Engineer for values. 10. Provide plywood shims to close the gap between truss chords to obtain full bearing and prevent bending of thru bolts. 11. All products are painted Royal Blue for easy identification. 07/15/08 Revised 01/13/12 UPLIFT TRUSS CONNECTOR NG'SA6 Wood to +Concrete or Concrete Masonry UPLIFT Typical„ nstoliotion, 3567 Gusset47 " 24 3- —4 4. rr t bZ {' j'Y '156" Holts 13V L 4"x 3"x 3 8' ar. 2, 3, 4 Ply XX 2x4 or :24 Gusset 2X Wood ,moi 2=2x4 3X.: — " 8 J Botts or X"lr or 2-24 57xc I 4-,x"O Power Wedge Batts Plus-4" Embedment4 y�7 F'c=2500 f2" Si' 4 Slottes holes 3- 6» 12" 6r 3000 psi t anc.Beom fir' 4' ifi" x I(o"' Concrete Tac Beam C� or Masonry Lintel Beam y7�" X 177T BeornFully grauted with S"ar fQ:� s+ or 3000 sl X=2"-10" Beam 2500 P p SP=Souxhenr Pine G=0.55 tjrout and 2 q5 Rebars OF=Dou9tas Fir C=0.50 'Y Allow Uplift Loads Obs)f'c=2.:ksi ora ksi E Allowable Lateral Loads.(lbs) Allowable Lateral.Loads`(lbs) Bolts 112"x+x 8"or 11211 Wedge Bolts Plus , �? Li L2 2.3,4 Plies;SP or UH 8"Concrete Beam 10"Concrete:Beam ;,; 2,3,4 Plies,Sl'or OF .Beams 8"& 10" SP _. OF SP DF 112"owedge bolts. 1/2"47 J bolts 112"owedge bolts 1/2"O J bolts 2 3 2478 21 .4 2478' 2184 V F"C 2 5 F'C 3.t1 F'C 2.5 F'C.�,O F'C:2.5 F'C .tl 1-"C 2.5 t'C 3:0 2X4 3 41/ 3313 3037 3313 3037 4 6 3737 3524 3737 ':3524 8" 5461 5520 6000 7200 1 7100 1 7185 6000 1 7200 E2X6 2 3 3,25 3108 4248 3744 10" 6750 '6830 6006 7200 3 41`2 .4714 4321 5680 5206 46 5317 50.15 call �str� ct1 ,;l{a* structural Notes: *-Po7 112'"Wedge bolls 11. 1) Desllgn conforms to FBC 2007/" 010. IBC/1RC 2009/2012 and NDS 2005/201Vain Tuint;P.E..2, P (Civil) 2) 1/4""and 3/16i" thick Structural steel shall conform to ASTM A36, yield strength 36000 psi:, FL.Reg.#12847 58000,PSI Tensile Strength.Load Value shown are based on Steel Stress without 330/o increase: 3) All welding shall be minimum 1,/8"withE70 electrodes and shall conform to latest AISC°/AWS codes. 15123 Lantern .A11'eontact areas shall be fully fillet welded. Creek..Lane 4) All 314'"diameter bolts through wood shall be per ANSI/ASME Standard 1318.2.1 or ASTM A307. Iloustotl,TX 5) All Power Fasteners wedge bolt plus anchors shall be Per Power Fasteners Catalog. Minitnuln anchor embedment shall be:4". Miniirtum n6 iftal weight concrete shall be 2500 psi. Anchor diameter is 1/2". 77068 Bolt Values'are with a factor'bf Safety"of 4. 6) 1/2"o x.8" anchor bolts Shall Conform-to ASTM A3{)7 or A•36. 7) Concrete masonry Shall be AST�IMC'90, F'r i= 1500"psi or.greater. 8) Lateral loads combined with uplift loads;shall satisfy the following equation: Actual Uplift Actual LI Actual L2 :Allowable Uplift. Allowable Ll Allowable L2 9) 'Uplift and Lateral.values shown are reduced for bolt spacing,edge and end distances, Uplift loads shall hot exceed Truss chord capacity. 10)'Lateral values are controlled by compression perp cndicnlar to grain of 565 psi for Southertt Fine and 6125 psi for Douglas Fir per N17S-2005.For other species, contacf Engineer for values. 1 1) All products are painted Royal Blue for easy identification. 36 rdered By: 1 1f 1 #= r We need to take 1 I'" every opportunity ,;} �, , ° ! , �,_ �„ = possible to thank our amazing ,arn .: 'n clients g1 _tr� 4+ i� i th g f S z , i e n for ei support... Thank YoWN Ile � `�` -- � 1 �6 t O �1_.I' ASSgo 9.00' ASPAVEMENT $o 19' ALLEY75.ao, OQ' M N o, F.I.P.1/2"mm COACY. GRASS h a'56, N X •Q4taz COrtC' 0 7.40' 0.00f T I o { n a { GRASSco 4 I- f { i I a LO 2.1o•I ti Y 14.60'- 14.45'-o U iS.3a' x�x 0 35.70' 10.25' —1 co © o 7.40' ONE STORY `" m N RESIDENCE o T C # 841 Cl tn "' 15:10' N 2.70 - .n ... --: .. m " 0 O 10.20•j 18ao' TIL ui 20.75' 1 o.z5' J I M _1 GRASS q SQ N -CbNC. ui O.C: f IP:1/2"I 8, 4, F.I.P.1/2" roa.4a-(u) •7.�:(Jt2 f, .�©NO: LK: , 16.2a' - r PAYER' 0 26;00' PARKWAY o o � o v v 25- 20.00' ASPHALT PAVEMENT -- - N. E. 95 STREET Accepted By: Property Address: 841 N.E. 95 STREET NOTES: FENCES ENCROACH ALONG WEST LOT LINE. MIAMI SHORES, FL 33138 SIJ$�/EYOR'S CERTIFICATION.I FY THAT 7HIS'BOUNDARY-SURVEY'IS A TRUE AND CORRECT REPRESENTATION OF A SU RE�PRRED R MY DIRECTION.THIS COMPLIES WTH THE MINIMUM M.E. Land Services, Inc. TECHNICAL STANDARDS, ET FORTH BY THE TE OF FLORIDA BOARD OF PROFESSIONAL LAND tt SURVEYORS IN CNAPTE5!'I J-17.FLCR=ArI*MIMIS7 TIRE CODE PURSUANT TO 472.027,FLORIDA STATUTES. 1 0665 SW 190TH STREET SUITE 3110 SIGNED FOR THE FIRM MIAMI, FL 33157 gum MIGJEL S'. A 'A'E PHONE: (305)740-3319 ` P.S.M.No.5101 FAX: (305)669-3190 t VCATA0 Ml TfC ELEOTROF MATURE AND AUTHENTICATED ELECTRONIC SEAL AND/OR LB#:6463 ' NOT VALID W1 tRR AND THE ORIGINAL RAISED SEAL OF A LICENSED SURVEYOR l '-A-29402 Client File#: 12-0239 CADILLA Page 1 of 2 Not valid without all pages. Surveyor's Legend PROPERTY LINE STRUCTURE FND FOUND IRON PIPE B.R. BEARING REFERENCE TEL. TELEPHONE FACILITIES / GONG. BLOCK WALL PIN AS NOTED ON PLAT G CENTRAL ANGLE OR DELTA U.P. UTILITY POLE _X_X_ CHAIN–LINK FENCE OR WIRE FENCE LB# LICENSE M – BUSINESS R RADIUS OR RADIAL E.U.B. ELECTRIC UTILITY BOX WOOD FENCE LSw LICENSE # – SURVEYOR RAD. RADIAL TIE SEP. SEPTIC TANK o IRON FENCE CALC CALCULATED POINT N.R. NON RADIAL D.F. DRAINFIELD -------------- - EASEMENT SET SET PIN TYP. TYPICAL A/C AIR CONDITIONER —–— CENTER LINE A CONTROL POINT I.R. IRON ROD S/W ISIDEWALK ® 0 CONCRETE MONUMENT I.P. IRON PIPE DWY DRIVEWAY WOOD DECK BENCHMARK NdcD NAIL k DISK SCR. SCREEN r � CONCRETE ELEV ELEVATION PK NAIL PARKER-KALON NAIL GAR GARAGE PT7Tl/�1P.T. POINT OF TANGENCY D.H. DRILL HOLE ENCL. ENCLOSURE ASPHALT P.C. POINT OF CURVATURE ® WELL N.T.S. NOT TO SCALE BRICK / TILE P.R.M. PERMANENT REFERENCE MONUMENT ® FIRE HYDRANT F.F. FINNISHED FLOOR rI P.C.G. POINT OF COMPOUND CURVATURE ® M.H. MANHOLE T.O.B. TOP OF BANK WATER P.R.C. POINT OF REVERSE CURVATURE O.H.L. .OVERHEAD LINES E.O.W. EDGE OF WATER .,.....- APPROXIMATE EDGE OF WATER P.O.B. POINT OF BEGINNING TX TRANSFORMER E,O,p EDGE OF PAVEMENT P.O.C. POINT OF COMMENCEMENT CAN CABLE TV RISER C.V.G. -'CONCRETE VALLEY GUTTER COVERED AREA P.C.P. PERMANENT CONTROL POINT W.M. WATER METER B.S.L. BUILDING SETBACK LINE a TREE M FIELD MEASURED P/E POOL EQUIPMENT S.T.L. SURVEY TIE LINE POWER POLE P PLATTED MEASUREMENT CONC. CONCRETE SLAB CENTER LINE ® CATCH BASIN D DEED ESMT EASEMENT R/W ,RIGHT-OF-WAY C.U.E. COUNTY UTILITY EASEMENT C CALCULATED O.E. DRAINAGE. EASEMENT p,U,E, PUBLIC UTILITY EASEMENT I.E./E.E. INGRESS / EGRESS EASEMENT- L.M.E. LAKE OR LANDSCAPE MAINT. ESMT. L B E. LANDSCAPE BUFFER EASEMENT C.M.E. CANAL MAINTENANCE EASEMENT U.E. UTILITY EASEMENT R.O.E. ROOF OVERHANG EASEMENT L.A.E. LIMITED ACCESS EASEMENTA.E. ANCHOR EASEMENT Property Address: General Notes: f 1. The Legal Description used to perform this survey was supplied by others. 841,N.E. 95 STREET This survey does not determine or is not to imply ownership. 2. This survey only shows above ground improvements. Underground MIAMI SHORES, FL 33138 utilities,footings,or encroachments are not located on this survey map. 3. If there is a septic tank,well,or drain field on this survey,the location of such items was shown to us by others and the information was not verified. Flood Information: 4. Examination of the abstract of title will have to be made to determine recorded instruments, if any,effect this property. The lands shown herein were Community Number: CITY OF MIAMI SHORES not abstracted for easement or other recorded encumbrances not shown on Panel Number: 0306L the plat. 5. Wall ties are done to the face of the wall. Suffix: L 6. Fence ownership is not determined. 7. Bearings referenced to line noted B.R. Date of Firm Index: 9/11/2009 8. Dimensions shown are platted and measured unless otherwise shown. Flood Zone: X500 9. No identification found on property corners unless noted. 10. Not valid unless sealed with the signing surveyors embossed seal. Base Flood Elevation: N/A 11. Boundary survey means a drawing and/or graphic representation of the Date of Field Work: 4/3/2012 survey work performed in the field,could be drawn at a shown scale and/or not to scale. Date of Completion: 4/10/2012 12. Elevations if shown are based upon NGVD 1929 unless otherwise noted. 13. This is a BOUNDARY SURVEY unless otherwise noted. 14. This survey is exclusive for the use of the parties,to whom it is certified. r The certifications do not extend to any unnamed parties. Legal Description: LOT 13 AND THE WEST 1/2 OF LOT 14, BLOCK 75, OF SUBDIVISION MIAMI SHORES SECTION NO. 3, ACCORDING TO THE PLAT THEREOF AS RECORDED IN PLAT BOOK 10, PAGE 37, OF THE PUBLIC RECORDS OF MIAMI-DADE COUNTY, FLORIDA I FFLAGSTAR : MOM J. A LLA; LEAR T TLE ERV E IN .; PRINTING INSTRUCTIONS: BLIC NATIONAL TITLE INSURANCE COMPANY; While viewing the survey in any Acrobat Reader, BANK FSB; . Its'successors and/or assigns as their select the File Drop-down and select"Print" appear. Select a color printer, if available, or at least one with 8.5" x 14" paper. Select ALL for Print Range, and the#of copies you would like to print out. Pease Copy below or Policy Preparation Purposes only: Under the "Page Scaling" please make sure you have This policy does not insure against loss or damage by reason of the following exceptions: Any rights,easements,interests or claims which may exist by reason of,or reflected by,the selected "None." following facts shown on the survey prepared by MIGUEL ESPINOSA dated Do not check the"AutoRotate and Center" button. 04/102012 bearing Job# A-29402 : Check the "Choose Paper size by PDF"checkbox. a)FENCES ENCROACH ALONG WEST LOT LINE. Click OK to Print. b) C) M M.E. Land Services, Inc. 10665 SW 190TH Street, Suite 3110 MIAMI, FL 33157 ' PHONE:(305) 740-3319 FAX#:(305) 669-3190 LB#6463 I .h WWW.MELAN DSERVICES.COM Survey:A-29402 Client File#: 12-0239 CADILLA Page 2 of 2 Not valid without all pages. Miami Shores Village Building Department 10050 NE 2 Ave, Miami Shores, FI 33138 Tel: (305)795-2204 9 Fax; (305)756-8972 10/21/2016 To: Current Owner 841 NE 95 Street Miami Shores, FL Permit: RC-6-14-1156 Address: 841 NE 95 Street Miami Shores FL Dear Sir or Madam, Our records indicate that the above referenced permit has expired without obtaining the proper final inspection. In order to serve you better, we need to keep our files up to date. As per section 105.4.1 of the Florida Building Code, "Every permit issued shall become invalid (expired) unless the work authorized by such permit is commenced within six months after its issuance, or if the work authorized by such permit is suspended or abandoned for a period of six months after the work is commenced, or completed without obtaining the final inspection of the work performed.." Please be advised that open permits will hinder your ability to obtain new permits, refinance or sell this property. Please contact the Building Department, within 15 days of receipt of this letter in order to take care of this matter. Sincerely, Ismael NaranjoCB ) Building Director