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RC-7-14-1531N N Sheet No. RAFAEL E. DROZ-SEDA, P.E. CIVIL ENGINEER 4 5TRUCTURAL IN5PECTOR OF THRESHOLD BUILDINGS FL. PE No. 35228 t 843 5130 CRE5CENT DRIVE, TURTLE BAY MIRAMAR, FLORIDA 33025 PHONE:(305) 562-1452 ADDITION LEGALIZATION TO RESIDENCE 941 NE 91st Terrace Miami Shores, FL 33138 Owner: Elise Fable TABLE OF CONTENT Description 01-07 Foundations Design 08-12 Beams Design 13-14 Wood Rafter Design 15-18 C.M.U. Wall Design 19-20 Wind Load Analysis as per ASCE 7-10 �'6 N-/5319 FEMArDO G90W=Z-PKk PE CCNMLTM e+oRAM FL. P.E. No 14710 (CIVIL) 250 CATALONIA AVE. #404 CORAL GABLES, FL. 33134 TEL (305) 461-2188 FAX. (305) 461-2238 JOB b- EL-/ ADDRESS PROJECT No SHEET No OF CALCULATED BY DATE CHECKED BY DATE i 'eo0 --'T \-20 (v0 0 27s _ <L �_.330.. •: ROO,� }(.=i0 /Fi�J.v?.��-'`�' �_(�'�"_� s.)-- _�.20 _ 330 '. QW a c ZOi iE '4 — ,ZONc F (0.6) - 3, 2 - /D -2 Z. -. .. 01 Title : Dsgnr: Description Scope: Job # Date: 10:OOPM, 4 MAY 14 Kev: bwuuu Page 1 User. KW-0605358, Ver5.8.0, 1-Dec2003 General Footing Analysis & Design (c)1883-2003 ENERCALC Engineering Software ELISE_FABLE-ADDITION.ECW:Fooungs Description WF-16 (qs'=2.0 ksf) General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Allowable Soil Bearing 2,000.0 psf Dimensions... Short Term Increase 1.330 Width along X-X Axis 1.333 ft Seismic Zone 0 Length along Y-Y Axis 1.000 ft Biaxial Applied Loads Footing Thickness 12.00 in Live & Short Term Combined Cal Dim. Along X-X Axis 8.00 in fc 3,000.0 psi Col Dim. Along Y-Y Axis 12.00 in Fy 60,000.0 psi Base Pedestal Height 0.000 in Concrete Weight 150.00 pcf e Min Steel /0 0.0014 Overburden Weight g 100.00 psf p Rebar Center To Edge Distance 3.50 in Loads Applied Vertical Load... Dead Load 1.600 k ...ecc along X-X Axis 0.000 in Live Load 0.700 k ...ecc along Y-Y Axis 0.000 in Short Term Load k Creates Rotation about Y-Y Axis Applied Moments... (pressures @ left & right) Dead Load k-ft Live Load k-ft Short Term k-ft Creates Rotation about Y-Y Axis Applied Shears... (pressures @ left & right) Dead Load k Live Load k Short Term k Creates Rotation about X-X Axis (pressures @ top & bot) k-ft k-ft k-ft Creates Rotation about X-X Axis (pressures @ top & bot) k k k Footing Design OK 1.33ft x 1.00ft Footing, 12.Oin Thick, w/ Column Support 8.00 x 12.00in x O.Oin high 1.33ft x 1.00ft Footing, 12.Oin Thick, w/ Column Suppo DL+LL DL+LL+ST Actual Allowable Max Soil Pressure 1,925.4 1,925.4 psf Max Mu 0.139 k-ft per ft Allowable 2.000.0 2,660.0 psf Required Steel Area 0.259 in2 per ft "X Ecc, of Resultant 0.000 in 0.000 in Shear Stresses.... Vu Vn * Phi "Y Ecc, of Resultant 0.000 in 0.000 in 1-Way 0.000 93.113 psi X-X Min. Stability Ratio No Overturning 1.500 :1 2-Way 0.000 186.226 psi Y-Y Min. Stability Ratio No Overturning Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn * Phi Two -Way Shear 0.00 psi 0.00 psi 0.00 psi 186.23 psi One -Way Shears... Vu @ Left 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Right 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Top 0.00 psi 0.00 psi 0.00 psi 93.11 psi Vu @ Bottom 0.00 psi 0.00 psi 0.00 psi 93.11 psi Moments ACI C-1 ACI C-2 ACI C-3 Ru / Phi As Rea'd Mu @ Left 0.14 k-ft 0.10 k-ft 0.06 k-ft 2.1 psi 0.26 in2 per ft Mu @ Right 0.14 k-ft 0.10 k-ft 0.06 k-ft 2.1 psi 0.26 in2 per ft Mu @ Top 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.0 psi 0.02 in2 per ft Mu @ Bottom 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.0 psi 0.02 in2 per ft 02 Title : Job # Dsgnr: Date: 10:0012M, 4 MAY 14 Description Scope : Rev.580000 Page 2 User: KW-W05358, Ver 5.8.0, 1-Deo-2003 General Footing Analysis & Design (c)1983-2003 ENERCALC Engineering Software ELISE_FABLE ADDITION.ECW:FooSngs Description WFA6 (qs'=2.0 ksfl Soil Pressure Summary Service Load Soil Pressures Bottom- Top -Rig Bottom- Top-Lef DL + LL 1,925.42 1,925.42 1,925.42 1,925.42 psf DL + LL + ST 1,925.42 1,925.42 1,925.42 1,925.42 psf Factored Load Soil Pressures ACI Eq. C-1 2,853.13 2,853.13 2,853.13 2,853.13 psf ACI Eq. C-2 2,139.84 2,139.84 2,139.84 2,139.84 psf ACI Eq. C-3 1,260.26 1,260.26 1,260.26 1,260.26 psf ACI Factors (per ACI 318-02, applied internally to entered loads) ACI C-1 & C-2 DL 1.400 ACI C-2 Group Factor 0.750 Add"I "1.4" Factor for Seismic 1.400 ACI C-1 & C-2 LL 1.700 ACI C-3 Dead Load Factor 0.900 Add"I "0.9" Factor for Seismic 0.900 ACI C-1 & C-2 ST 1.700 ACI C-3 Short Term Factor 1.300 ....seismic = ST " : 1 A 00 Used in ACI C-2 & C-3 03 a Title: Dsgnr: Description Scope: Job # Date: 10:04PM, 4 MAY 14 User. KW-0605358, Ver 5.8.0, 1-Dec-2003 Square Footing Design ig Pa e (c)1983-2003 ENERCALC Engineering Software �7 ELISE_FABLEADDITION.ECW:Fooiings Description F-3x3x12 (12-4) General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load 12.000 k Footing Dimension 3.000 ft Live Load 4.500 k Thickness 12.00 in Short Term Load 0.000 k # of Bars 4 Seismic Zone 0 Bar Size 5 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf Pc 3,000.0 psi LL & ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Sail Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 8.438 in As to USE per foot of Width 0.259 in2 200/Fy 0.0033 Total As Req'd 0.778 in2 As Req'd by Analysis 0.0009 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0014 % Summary Footing OK 3.00ft square x 12.Oin thick with 4- #5 bars Max. Static Soil Pressure 1,983.33 psf Vu : Actual One -Way 23.03 psi Allow Static Soil Pressure 2,000.00 psf Vn*Phi : Allow One -Way 93.11 psi Max. Short Term Soil Pressure 1,983.33 psf Vu : Actual Two -Way 87.42 psi Allow Short Term Soil Pressure 2,660.00 psf Vn*Phi : Allow Two -Way 186.23 psi Alternate Rebar Selections... Mu :Actual 3.29 k-ft / ft 4 # 4's 3 # 5's 2 # 6's Mn * Phi: Capacity 14.94 k-ft / ft 2 # 7's 1 # 8's 1 # 9's 1 # 10's 04 Title : Dsgnr: Description Scope: Job # Date: 10:06PM, 4 MAY 14 Rev: 580000 Page 1 User KW-=5358, ver 5.8.0,1-0ee-2003 Square Footing Design ELISE FABLE_ADDI nON.ECw'Beams i9 n _ (c)1983-2003 ENERCALC Engineering Software Description F-3x3x12 (8-8) General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 _ . .. Dead Load 8.500 k _ .... ._ ..... ... Footing Dimension - -=--. 3.000 ft Live Load 8.000 k Thickness 12.00 in Short Term Load 0.000 k # of Bars 4 Seismic Zone 0 Bar Size 5 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf Pc 3,000.0 psi LL & ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program Is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 8.438 in As to USE per foot of Width 0.259 in2 200/Fy 0.0033 Total As Req'd 0.778 in2 As Req'd by Analysis 0.0009 1n2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0014 % 3.00ft square x 12.Oin thick with 4- #5 bars Max. Static Soil Pressure 1,983.33 psf Allow Static Soil Pressure 2,000.00 psf Max. Short Term Soil Pressure 1,983.33 psf Allow Short Term Soil Pressure 2,660.00 psf Mu :Actual 3.42 k-ft / it Mn * Phi: Capacity 14.94 k-ft / ft p Vu : Actual One -Way Vn*Phi : Allow One -Way Vu : Actual Two -Way Vn*Phi : Allow Two -Way Alternate Rebar Selections... 4 # 4's 3 # 5's 2 # 7's 1 # 8's Footing OK 23.95 psi 93.11 psi 90.90 psi 186.23 psi 2 # 6's 1 # 9's 1 # 10's 05 Rev: 580000 User KW-0605358. (c)1683-2003 EHER Description 1-Dec-2003 ineering Software F-4x4x2 (25-4) Title : Dsgnr: Description Scope: Square Footing Design Job # Date: 10:08PM, 4 MAY 14 Page 1 General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load 25.000 k Footing Dimension 4.000 ft Live Load 4.000 k Thickness 12.00 in Short Term Load 0.000 k # of Bars 6 Seismic Zone 0 Bar Size 6 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf fc 3,000.0 psi LL & ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 8.375 in As to USE per foot of Width 0.259 in2 200/Fy 0.0033 Total As Req'd 1.037 in2 As Req'd by Analysis 0.0015 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0020 % 4.00ft square x 12.Oin thick with 6- #6 bars Max. Static Soil Pressure 1,962.50 psf Allow Static Soil Pressure 2,000.00 psf Max. Short Term Soil Pressure 1,962.50 psf Allow Short Term Soil Pressure 2,660.00 psf Mu :Actual 5.64 k-ft / It Mn * Phi: Capacity 22.95 k-ft / ft Vu : Actual One -Way Vn*Phi : Allow One -Way Vu : Actual Two -Way Vn*Phi : Allow Two -Way Alternate Rebar Selections... 6 # 4's 4 # 5's 2 # 7's 2 # 8's Footing OK 36.57 psi 93.11 psi 156.06 psi 186.23 psi 3 # 6's 2 # 9's 1 # 10's Title : .lob # Dsgnr: Date: 10:10PM, 4 MAY 14 Description Scope: Rev: 580000User. KW-0605356, Ver 5.8.0, 1-Dec-2003Designg Square Footing Pa e 1 (c)1983-2003 ENERCALC Engineering Software "� 9ELISE FABLE ADDITION.EMBeams Description F-442 (17-12) General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Dead Load 17.500 k Footing Dimension 4.000 ft Live Load 12.000 k Thickness 12.00 in ShortTerm Load 0.000 k # of Bars 6 Seismic Zone 0 Bar Size 6 Overburden Weight 0.000 psf Rebar Cover 3.250 Concrete Weight 150.00 pcf fc 3,000.0 psi LL & ST Loads Combine Fy 60,000.0 psi Load Duration Factor 1.330 Column Dimension 0.00 in Allowable Soil Bearing 2,000.00 psf Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program Is according to ACI 318-02 C.2 Reinforcing Rebar Requirement Actual Rebar "d" depth used 8.375 in As to USE per foot of Width 0.259 in2 200/Fy 0.0033 Total As Req'd 1.037 in2 As Req'd by Analysis 0.0016 in2 Min Allow % Reinf 0.0014 Min. Reinf % to Req'd 0.0022 % 4.00ft square x 12.Oin thick with 6- #6 bars Max. Static Soil Pressure 1,993.75 psf Allow Static Soil Pressure 2,000.00 psf Max. Short Term Soil Pressure 1,993.75 psf Allow Short Temp Soil Pressure 2,660.00 psf Mu :Actual 6.03 k-ft / ft Mn * Phi: Capacity 22.95 k-ft / ft Vu : Actual One -Way Vn*Phi : Allow One -Way Vu : Actual Two -Way Vn*Phi : Allow Two -Way Alternate Rebar Selections... 6 # 4's 4 # 5's 2 # 7's 2 # 8's Footing OK 39.08 psi 93.11 psi 166.78 psi 186.23 psi 3 # 6's 2 # 9's 1 # 10's MA �MANDO GOMEZ-FNA., PE OONBtIL1N�# Fa FL. P.E. No 14710 (CIVIL) 250 CATALONIA AVE. #404 CORAL GABLES, FL. 33134 TEL (305) 461-2188 FAX. (305) 461-2238 JOB ADDRESS PROJECT No CALCULATED BY CHECKED BY SHEET No OF DATE DATE ......... _._........ - .---- - ----- ---_. _w _ _.._ ---..... ................ _. _ w.---_ _.._.._ _._..... --- ....-. _..............._......»..._w._..,..,...---..._.,_..._...,...........,,..,........-....i....,_....._,.........Ir,lip....-----._..........«.......... ...,....................... _............ ........._._.....��__._..;..._..__...�..__......._.__........ -... ...... ............. .......... ._........ _... ...... .__.. _.......... ».... .._. , , ! ._w» ' ' _...._..._:...__.._ w._..:..__._---:.._...•„y.-. .._:._.»_._._;__......_..:__.__.w,;•_._-__i••_w._.._.r.._._..i..___._.i...__..__.:—._.. ___ ._._ _._. ._. _ ._.._ .-.. .. _.___ ......w ,...___..._._.. _._ : .... _._._ _ _._ _._ __ _ __ __.. _ _. _ .__ .......__ _ ; _.........._..._.»..._......._..-._,......:- �.... .«_......... _..... _......._.. __....._.. .«_._ ......... �_....._._.i ..... .....,....�..............:—.....-....... ,... .........i ... ._ a - .... i / 44 ' ' ._-. s - i i ; ; ._._.- �. i ( ; i y i + , ; 46 ; s ' o-e o V. mot: T"je - I i i E r i f i s , , , } i e i . F , i I .............., ......-..-..-:_........j.,........_.:... ...... .... y...... ....... ;.w.. ; - .-.... __.... ........... .......... ........ ......,. ....... —............. ...... « ..... ... _...... �....... ........ i»-_........ ...... . .......... �- _—. . ....... _.. __.. « - _._ _...__ __ . _... _._._. _._...... ' - __ i f.. ........ ..-... . i ... .......... .....-._ i.............._._......;....._..__i........«._.i..._.....__i. .._.........._... ._.. i._.__.....i._ ..... _ _.._.. ..... _. — _.__ ...—.......... — .......__........-........... _..._.—�._..._.ti...___.....«.... «.. .._w...i i � • Title : Job # Dsgnr: Date: 2:11AM, 3 MAY 14 Description • Scope: Rev- 580002 �A Page 1 User. KW40605358, Ver5.8.0, 1-Dec2003 Multi -Span Steel Beam (c)1383-2003 ENERCALC Engineering Software ELISE FABLE_ADDITION.EMBeam Description W12x22 Steel Beam (1-Spans) General Information Code Ref: RISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy - Yield Stress 36.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports Span information Description s-1 Span ft 16.00 Steel Section w12x22 End Fixity Pin -Pin Unbraced Length ft 4.00 Loads Live Load Used This Span? Yes Dead Load k/ft 0.376 Live Load k/ft 0.330 Results Mmax @ Cntr k-ft 22.59 @ X = ft 8.00 Max @ Left End k-ft 0.00 Max @ Right End k-ft 0.00 fb : Actual psi 10,696.4 Fb : Allowable psi 23,760.0 Bending OK fv : Actual psi 1,764.7 Fv : Allowable psi 14,400.0 Shear OK Reactions & Deflections Shear @ Left k 5.65 Shear @ Right k 5.65 Reactions... DL @ Left k 3.01 LL @ Left k 2.64 Total @ Left k 5.65 DL @ Right k 3.01 LL @ Right k 2.64 Total @ Right k 5.65 Max. Deflection in -0.230 @ X = ft 8.00 Span/Deflection Ratio 834.4 Query Values Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 5.65 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Moment k-ft -0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Max. Deflection In 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Title : Dsgnr: Description Scope Rev: 580002 User: KW-=5358, Ver 5.8.0, 1-Dec-2003 Multi -Span Steel Beam (c)1983-2003 ENERCALC Engineering Software Description W12x22 Steel Beam (2-Spans) .lob # Date: 2:21AM, 3 MAY 14 Page 1 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy - Yield Stress 36.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports Span Information Description s-1 s-2 Span ft 12.00 12.00 Steel Section w12x22 ws2x22 End Fixity Pin -Pin Pin -Pin Unbraced Length ft 4.00 4.00 Loads Live Load Used This Span ? Yes Yes Dead Load k/ft 0.600 0.600 Live Load k/ft 0.720 0.720 Point #1 DL k 3.010 LL k 2.640 @ X ft 4.000 Results Mmax @ Cntr k-ft 26.59 11.55 @ X = ft 4.00 7.84 Max @ Left End k-ft 0.00 -28.78 Max @ Right End k-ft -28.78 0.00 fb : Actual psi 13,627.3 13,627.3 Fb : Allowable psi 23,760.0 23,760.0 Bending OK Bending OK fv : Actual psi 3,812.4 3,223.9 Fv : Allowable psi 14,400.0 14,400.0 Shear OK Shear OK Reactions & Deflections Shear @ Left k 9.29 10.32 Shear @ Right k 12.20 5.52 Reactions... DL @ Left k 4.48 10.45 LL @ Left k 4.80 12.07 Total @ Left k 9.29 22.52 DL @ Right k 10.45 2.48 LL @ Right k 12.07 3.04 Total @ Right k 22.52 5.52 Max. Deflection in -0.107 -0.041 @ X = ft 5.04 7.36 Span/Deflection Ratio 1,344.9 3,509.4 Query Values Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 9.29 10.32 0.00 0.00 0.00 0.00 0.00 0.00 Moment k-ft 0.00 -28.78 0.00 0.00 0.00 0.00 0.00 0.00 Max. Deflection in 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 10 Title : Dsgnr: Description Scope: Job # Date: 10:18PM, 4 MAY 14 Rev: bUWUU Page 1 User:KW-0605358.Ver5.8.0.1-Dec-2oo3 Multi -Shan Concrete Beam (c)1983-2003 ENERCALC Engineering Software �" ELISE_FABLE ADDITION.EMBeams Description TB (8"x12") Conc. Beam General Information Code Ref: ACI 318-02, 1997 UBC, 20031BC, 2003 NFPA 6000 Fy 60,000.0 psi Spans Considered Continuous Over Supports ACI Dead Load Factor 1.40 fc 3,000.0 psi Stirrup Fy 60,000.0 psi ACI Live Load Factor 1.70 Concrete Member Information Description S-1 Span ft 12.00 Beam Width in 8.00 Beam Depth in 12.00 End Fixity Pin -Pin Reinforcing Center Area 0.62in2 Bar Depth 9.75in Left Area 0.62€n2 Bar Depth 2.25in R€ght Awl 0.62€n2 Bar Depth 2.25€n Loads Us€ng L€ve Load This Span ?? Yes Dead Load k/ft 0.451 Live Load k/ft 0.330 Results Beam OK Mmax @ Cntr k-ft 21.46 @ X = ft 6.00 Mn * Phi k-ft 24.66 Max @ Left End k-ft 0.00 Mn * Phi k-ft 24.66 I Max @ Right End k-ft 0.00 Mn * Phi k-ft 24.66 Bending OK Shear @ Left k 7.15 Shear @ Right k 7.15 Reactions & Deflections DL @ Left k 2.71 LL @ Left k 1.98 Total @ Left k 4.69 DL @ Right k 2.71 LL @ Right k 1.98 Total @ Right k 4.69 Max. Deflection in -0.279 @ X = ft 6.00 Inertia: Effective in4 417.71 Shear Stirrups Stirrup Rebar Area in2 0.220 Spacing @ Left in 4.88 Spacing @ .2*L in 4.88 Spacing @ .4*L in Not Req'd Spacing @ .6*L in Not Req'd Spacing @ .8*L in 4.88 Spacing @ Right in 4.88 11 Title : Job # Dsgnr. Date: 10:18PM, 4 MAY 14 Description Scope: Rev:580000 Page 2 User KW-0605358•Ver5.8.0,,-Deo-2003 Multi -Span Concrete Beam (c)M3-2003 ENERCALC Engineering Software ELISE FABLE_ADDITION.EMBeams Description TB (8" A T) Conc. Beam Location it 0.00 Moment k-ft -0.0 Shear k 7.2 Deflection in 0.0000 12 Title : Dsgnr: Description Scope: nor. :ivww User KW-06os358.ver5.a.0,1-3ec-2003 Multi -Span Timber Beam (c)19W-2003 ENERCALC Engineering Software Description Joist 2"x12" @ 12" o.c. (Gravity-16' Span) Job # Date: 11:31 PM, 4 MAY 14 Page 1 tads & ,foists General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined _. Southern Pine, No.2 2 -4 Thick, 10 Wid Fb : Basic Allow 1,050.0 psi Elastic Modulus 1,600.0 ksi Spans Considered Continuous Over Support Fv : Basic Allow 175.0 psi Load Duration Factor 1.000 Note: Repetitive Member Stress Increase of 1.15 being used for all members under 4" wide Timber Member Information Description 5-1 Span ft 16.00 Timber Section 2x12 Beam Width in 1.500 Beam Depth in 11.250 End Fixity Pin - Pin Le: Unbraced Length ft 8.00 Member Type Sawn Loads Live Load Used This Span ? Yes Dead Load #fft 25.00 Live Load #/ft 30.00 Results @x= Max @ Left End Max @ Right End fb : Actual Fb : Allowable Shear @ Left Shear @ Right fv : Actual Fv : Allowable ftj 8.00 in-k 0.0 in-k 0.0 psi 667.5 psi 693.7 Bending OK k 0.44 k 0." psi 34.9 psi 175.0 Shear OK Reactions & Deflection LL @ Left k 0.24 Total @ Left k 0.44 DL @ Right k 0.20 LL @ Right k 0.24 Total @ Right k 0." Max. Deflection in -0.285 @ X = ft 8.00 .uery Values Moment in-k 0.0 Shear k 0.4 Deflection in 1 0.0000 13 Title : Job # Dsgnr: Date: 11:34PM, 4 MAY 14 Description Scope: Row.580000 Page 1 User KW-06053s8.ver5•a•a1-Dec.2003 Timber Ledger Design (c)1383-2003 ENERCALC Engineering Software 9EUSE_FABLE_ADDITION.ECKStuds & ,foists Description 2-211x10" Wood Ledger Design General Information Code Ref: 2001 NDS, 2003 IBC, 2003 NFPA 5000. Base allowables are user defined. Ledger Width ... 3.000 in Uniform Load... Point Load... Ledger Depth 9.250 in Dead Load 360.00 #fft Dead Load 0.00 lbs Live Load 300.00 #fft Live Load 0.00 lbs Bolt Diameter 314" Spacing 0.00 It Bolt Spacing 12.000 in Horizontal Shear 0.00 #tft Offset 0.00 in Load Duration Factors... Southern Pine, No.2 2 -4 Thick, 8 Wide Live Load 1.250 Fb Allowable 1,200.0 psi Short Term 1.330 Fv Allowable 175.0 psi Ledger Stresses Load Combination: DL + LL DL + ST DL + LL + ST Maximum Moment 660.00 in-# 360.00 In-# 660.00 in-# Bending Stress 15.43 psi 8.41 psi 15.43 psi Stress Ratio 0.010 0.005 0.010 MaximumShear 431.41 lbs 235.31 lbs 431.41 lbs Shear Stress 15.55 psi 8.48 psi 15.55 psi Stress Ratio 0.071 0.036 0.067 Bolt Loading Note: Bolt Design Value from NDS 8.21 UBC 23 Using :Southern Pine Stress Summary DL + LL Max. Vertical Load 660.00 lbs Allow Vertical Load 3,687.50 lbs Max. Horizontal Load 0.00 lbs Allow Horizontal Load 7,687.50 lbs Angle of Resultant 90.0 degrees Diagonal Component 660.00 lbs Allow Diagonal Force 933.83 lbs Final Stress Ratio 0.707 : 1.00 Summary Stress Summary DL + LL Wood Bending Stress Ratio 0.010 :1.00 Wood Shear Stress Ratio 0.071 :1.00 Bolt Stress Ratio 0.707 :1.00 DL + ST DL+L_+ST 360.00 lbs 660.00 lbs 3,923.50 lbs 3,923.50 lbs 0.00 lbs 0.00 lbs 8,179.50 lbs 8,179.50 lbs 90.0 degrees 90.0 degrees 360.00 lbs 660.00 lbs 979.18 lbs 979.18 lbs 0.368 : 1.00 0.674 :1.00 Wood Stress & Bolts OK DL + ST DL+LL+ST 0.005 :1.00 0.010 :1.00 0.036 :1.00 0.067 :1.00 0.368 :1.00 0.674 :1.00 14 Title: Dsgnr: Description Scope: Job # Date: 9:54PM, 4 MAY 14 Rev. 580000 Page 1 User. KIAI-0605358. Ver 5.8.0, 1-Deo-2003 Masonry Wall Design (c)1883-2003 ENERCALC Engineering Software ELISE FABLE ADDITION.ECW:CMU Description 8" Reinf. C.M.U. Wall Design (Zone-4) General Information Code Ref: ACI 530-02 N Wall Height 12.00 ft Seismic Factor 0.0000 fm 1,500.0 psi Parapet Height 0.00 ft Calc of Ern = fm * 900.00 Fs 24,000.0 psi Duration Factor 1.330 Special Inspection Thickness 8.0 in Wall Wt Mult. 1.000 Grout @ Rebar Only Rebar Size 5 Medium Weight Block Rebar Spacing 48 In Equivalent Depth to Rebar 3.810 In @ Center Solid Thickness 4.600 in Loads Uniform Load Concentric Axial Load Wind Load 39.400 psf Dead Load 600.000 #/ft Dead Load 0.000 #/ft Live Load 720.000 #/ft Live Load 0.000 #/ft Load Eccentricity 0.000 in Roof Load Roof Load Design Values E 1,350,000 psi Rebar Area 0.078 in2 np 0.03641 j 0.92137 n : Es / Em 21.481 Radius of Gyration 2.535 in k 0.23590 21 kj 9.20187 Wall Weight 49.000 psf Moment of Inertia 354.810 in4 Max Allow Axial Stress = 0.25 fm (1-(h/140r)^2)' Spinsp 313.28 psi Allow Masonry Bending Stress = 0.33 fm " Spinsp = 495.00 psi Allow Steel Bending Stress = 24,000.00 psi Load Combination & Stress Details Summary Axial Bending Stresses Axial Moment Load steel Masonry Compression Top of Wall in-# Ibs psi psi psi DL + LL 0.0 1,320.0 0.0 0.0 23.91 DL + LL + Wind 0.0 600.0 0.0 0.0 10.87 DL + LL + Seismic 0.0 600.0 0.0 0.0 10.87 Between Base & Top of Wall DL + LL DL + LL + Wind DL + LL + Seismic 11 Summary M 0.0 1,614.0 0.0 0.0 29.24 8,510.4 894.0 31,281.7 449.6 16.20 0.0 894.0 0.0 0.0 16.20 12.00ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 48.00ino.c. at center Max. Bending Compressive Stress ......... 465.76 OK Allowable .................... 658.35 OK Max. Axial Only Compressive Stress ......... 29.24 psi Allowable .......... 313.28 OK Max Steel Bending Stress .............. 31,281.68 psi Allowable .......... 31,920.00 OK 15 Title : Job # Dsgnr. Date: 9:54PM, 4 MAY 14 Description Scope: Rev: SSWOO Page 2 User. KW-0605358, Ver5.8.0,1-oeo.2003 Masonry Wall Design (c)1983-2003 ENERCALC Engineering Software 9 ELISE_FABLE_ADDITION.EMCK Description 8" Reinf. C.M.U. Wall Design (Zone-4) Final Loads & Moments Wall Weight moment @ Mid Ht 294.00 lbs Wind Moment @ Mid Ht 8,510.40 in-# Seismic Moment @ Mid Ht 0.00 in-# Dead Load Moment @ Top of Wall 0.00 in-# Dead Load Moment @ Mid Ht 0.00 in-# Total Dead Lead 600.00 lbs Total Live Load 720.00 lbs Live Load Moment @ Top of Wall 0.00 in-# LiveLoad Moment @ Mid Ht 0.00 in-# Maximum Allow Moment for Applied Axial Load = 6,529.37 in-# Maximum Allow Axial Load for Applied Moment = 17,292.92 lbs 16 Title : Job # Dsgnr: Date: 9:58PM, 4 MAY 14 Description Scope Rev:580000 Page 1 User Kw-0605358, vex 5.8.0, 14)ec-2003 Masonry Wall Design (01983-2003 ENERCALC Engineering Software ELISE�FABLE ADDITION.ECW:CMI Description 8" Reinf. C.M.U. Wall Design (Zone-5) General Information Code Ref: ACI 530-02 Wail Height 12.00 It Seismic Factor 0.0000 fm 1,500.0 psi Parapet Height 0.00 It Calc of Em = I'm " 900.00 Fs 24,000.0 psi Duration Factor 1.330 Special Inspection Thickness 8.0 in Wall Wt Mult. 1.000 Grout @ Rebar Only Rebar Size 5 Medium Weight Block Rebar Spacing 40 in Equivalent Depth to Rebar 3.810 in @ Center Solid Thickness 4.700 in Loads Uniform Load Concentric Axial Load Wind Load 45.500 psf Dead Load 600.000 Nit Dead Load 0.000 #/ft Live Load 720.000 #Ift Live Load 0.000 Nit Load Eccentricity 0.000 in Roof Load Roof Load Design Values E 1,350,000 psi Rebar Area 0.093 IQ np 0.04370 j 0.91495 n : Es / Em 21.481 Radius of Gyration 2.521 In k 0.25514 2 / kj 8.56756 Wall Weight 53.000 psf Moment of inertia 358.350 in4 Max Allow Axial Stress = 0.25 I'm (1 -(h/1 40r)"2) ` Spinsp 312.56 psi Allow Masonry Bending Stress = 0.33 I'm * Spinsp = 495.00 psi Allow Steel Bending Stress = 24,000.00 psi Load Combination & Stress Details Summary Axial Bending Stresses Axial Moment Load steel Masonry Compression Top of Wall in-# lbs psi psi psi DL + LL 0.0 1,320.0 0.0 0.0 23.40 DL + LL + Wind 0.0 600.0 0.0 0.0 10.64 DL + LL + Seismic 0.0 600.0 0.0 0.0 10.64 Between Base & Top of Wall DL + LL 0.0 1,638.0 0.0 0.0 29.04 DL + LL + Wind 9,828.0 918.0 30,315.0 483.4 16.28 DL + LL + Seismic 0.0 918.0 0.0 0.0 16.28 12.00ft high wall with 0.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 40.00ino.c. at center Max. Bending Compressive Stress ......... 499.66 OK Allowable .................... 658.35 OK Max. Axial Only Compressive Stress ......... 29.04 psi Allowable .......... 312.56 OK Max Steel Bending Stress .............. 30,315.01 psi Allowable .......... 31,920.00 OK Title : Job # Dsgnr: Date: 9:58PM, 4 MAY 14 Description Scope Rev: 580000 User. KW-0805358, Ver5.8.0, 1-Dec2003 Masonry Wall Design Page 2 (c)1983-2003 ENERCALC Engineering Software ELISE_FABLE—ADDITION.ECW:CMU Description 8" Reinf. C.M.U. Wall Design (Zone-5) Final Loads & Moments Wall Weight moment @ Mid Ht 318.00 Ibs Wind Moment @ Mid Ht 9,828.00 in-# Seismic Moment @ Mid Ht 0.00 ink Dead Load Moment @ Top of Wall 0.00 in-# Dead Load Moment @ Mid Ht 0.00 in-# Total Dead Load 600.00 Ibs Total Live Load 720.00 Ibs Live Load Moment @ Top of Wail 0.00 in-# LiveLoad Moment @ Mid Ht 0.00 ink Maximum Allow Moment for Applied Axial Load = 7,780.70 in-# Maximum Allow Axial Load for Applied Moment = 17,628.31 Ibs 18 . J08 � GOMEZ-PNIA, PF. 0ON9«iN0 9 OWEER ADDRESS ® FL.. P.E. No 14770 (CIVIL) PROJECT No SHEET No OF________ 250 CATALONIA AVE. #404 CORAL GABLES, FL. 33134 CALCULATED BY DATE ' TEL (305) 461-2188 FAX. (305) 461-2238 CHECKED BY DATE _... _'........ _..._. ...... ........ ....__ .............. ._._.. -... _».... » .._ ...--...« __.. __.. ._... ....... ....... - - ._.. : : i Vc�%•�� o �sy-ems d .�. `Y: 5 T A3 O0 . _....... ._ _....w.__x.._... _....._ .: - _ .... . _._-._...._.....x . _ __._..._ - : . ... ... ... ............... ....... ... ....... ........ , : � : i � r : • ! i i ......_..._�_........» ....»...._..d».......... .»,._.....«.j......_.....:_._«wi»..«............_-...._5.........w. 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Calculated Parameters Type of Structure Height/Least Horizontal Dim 0.24 Flexible Structure No Calculated Parameters Hurricane Prone Region (V>100 mph) Table 6-2 Values Alpha 1 9.500 Z9 = 1 900.000 At = 0.105 Bt = 1.000 Bm = 0.650 Cc = 0.200 I = 500.00 ft Epsilon = 0.200 min = 15.00 ft Gust Factor Category 1: Rigid Structures - Simplified Method Gust1 For rigid structures Nat Freq > 1 Hz) use 0.85 1 0.85 GustfactorCategoryII:` Rigid Structures -. Com fete Analysis Zm Zmin 15.00 ft Izm 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 0.9143 Gust2 0.925* 1+1.7*Izm*3.4*Q / 1+1.7*3.4*Izm 0.8799 Gust Factor Summary G ISince this is not a flexible structure the lessor of Gust1 or Gust2 are used I0.85 Fin 6-5 Internal Pressure Coefficients for Buildings, Gcol Condition Gc i Max + Max - Open Buildings Partially Enclosed Buildings Enclosed Buildings 0.00 0.55 0.18 0.00 -0.55 -0.18 Enclosed Buildings 0.18 -0.18 Developed by Meca Enterprises, Inc, Copyright 2010 F.G.P. Page No. 1 of 5 20 5/4/2014 WIND10 v3-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 6.5.12.2.1 Desian Wind Pressure - Buildings of All Heights Elev ft Kz Kzt qz Ib/ftA2 Pressure Ib/ft^2 Windward Wall* Leeward Wall Total Shear Moment +GCpi -GCpi +GCpi -GCpi +/-Gcpi (Kip) (Kip-ft) 16 0.86 1.00 57.34 28.81 49.18 -34.22 -13.86 63.04 5.29 2.65 15 0.85 1.00 1 56.57 1 28.28 48.65 -34.22 -13.86 1 62.51 r_8_4_._0_6r 675.4311 Note: 1) rositive torces act toward the Tate ana Negative torces act away trom the tace. Figure 6-6 - External Pressure Coefficients, CR Loads on Main Wind -Force Resistina Svstems,4M,stthod 2) L Variable Formula Value Units,:.-' Kh 2.01 *(1 5/Z" 2/AI ha 0.85 Kht Topographic factor(Fig 6-4 1.00 Oh .00256* V "2*Kh*Kht*Kd 56.57 psf Khcc Comp & Clad: Table 6-3 Case 1 0.85 Qhcc .00256*V"2*Khcc*Kht*Kd 56.57 sf Wall Pressure Coefficients Cp Surface C Windward Wall See Figure 6.5.12.2.1 for PressuresL 1 0.8 Roof Pressure Coefficients, Cp toof Areas . ft.)- teduction Factor 1.00 .0alculations for Wind Normal to 84 ft Face Cp Pressure (psf) ;ddifional Rwns may be req'd for other wind directions, +GCpi , ;` . -GCpi -eeward Walls (Wind Dir Normal to 84 ft wall) -0.50 -34.22 -13.86 -eeward Walls (Wind Dir Normal to 54 ft wall) -0.39 -28.88 -8.52 aide Walls -0.70 -43.84 -23.46 Roof - Wind Normal to Ridge (Theta>=10) - for Wind Normal to 84 ft face Vindward - Min Cp -0.36 -27.69 -7.32 Vindward - Max Cp 0.14 -3.64 16.72 -eeward Normal to Ridge -0.57 -37.49 -17.12 )verhang Top (Windward) -0.36 -17.50 -17.5C )verhang Top (Leeward) -0.57 -27.31 -27.31 Developed by Meca Enterprises, Inc. Copyright 2010 F.G.P. Page No. 2 of 5 21 5/4/2014 WIND1O v3-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 Overhang Bottom (Applicable on Windward only) 0.80 38.47 38.4 Roof - Wind Parallel to Ride All Theta - for Wind Normal to 54 ft face Dist from Windward Edge: 0 ft to 26 ft - Max Cp -0.18 -18.84 1.5 Dist from Windward Edge: 0 ft to 6.5 ft - Min Cp -0.90 -53.46 -33.0 Dist from Windward Edge: 6.5 ft to 13 ft - Min Cp -0.90 -53.46 -33.0 Dist from Windward Edge: 13 ft to 26 ft - Min Cp -0.50 -34.22 -13.8 Dist from Windward Edge: > 26 ft -0.30 -24.61 -4.2 * Horizontal distance from windward edge Fiaure 6-10 - External Pressure Coefficients, GCuf 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*Kh*Kht*Kd = 56.57 Theta = Angle of Roof = 18.4 Deg Transveme Direction Longitudinal Direction Torsional Load Cases Wind Pressures on Main Wind Force Resisting System Surface GCpf +GCpi -GCpi qh s Min P s Max P s 1 0.52 0.18 -0.18 56.57 19.01 39.38 2 -0.69 0.18 -0.18 56.57 -49.22 -28.85 3 -0.47 0.18 -0.18 56.57 -36.67 -16.31 4 -0.42 0.18 -0.18 56.57 -33.66 -13.30 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 1 E 0.78 0.18 -0.18 56.57 33.93 54.29 2E -1.07 0.18 -0.18 56.57 -70.71 -50.35 3E -0.67 0.18 -0.18 56.57 -48.25 -27.89 4E -0.62 0.18 -0.18 56.57 -45.12 -24.75 * p = qh * (GCpf - GCpi) Developed by Meca Enterprises, Inc. Copyright 2010 F.G.P. Page No. 3 of 5 22 5/4/2014 a WIND10 0-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 Figure 6-11 - External Pressure Coefficients, GCa Loads on Components and Cladding for Buildings w/ Ht <= 60 ft it a�ablcd <ThtRoof 45 a = 5.2 =_> 5.20 ft r1l;nL nn mnv rhfo onfni lino fn rcnaiva a holn Rrnaan Component Width ^ (ft) Span (ft) Area (ft"2) Zone GCp Nind Press lb/ft" Max Min Max Min A 4.42 5 22.10 4 0.94 -1.04 63.31 -68.97 A 4.42 5 22.10 5 0.94 -1.28 63.31 -82.50 B 4.42 4.17 18.43 4 0.95 -1.05 64.10 -69.76 B 4.42 4.17 18.43 5 0.95 -1.31 64.10 -84.07 C 4.42 3.17 14.01 4 0.97 -1.07 65.29 -70.95 C 4.42 3.17 14.01 5 0.97 -1.35 65.29 -86.45 D 3.08 5.25 16.17 4 0.96 i -1.06 64.67 -70.32 D 3.08 5.25 16.17 5 0.96 -1.33 64.67 -85.21 E, E1, F 3.08 4.17 12.84 4 0.98 -1.08 65.67 -71.32 E, E1, F 3.08 4.17 12.84 5 0.98 -1.36 65.67 -87.21 G 3.08 3.17 9.76 4 1.00 -1.10 66.75 -72.41 G 3.08 3.17 9.76 5 1.00 -1.40 66.75 -89.38 H 1.58 3.17 5.01 4 1.00 -1.10 66.75 -72.41 H 1.58 3.17 5.01 5 1.00 -1.40 66.75 -89.38 1 1 3.17 3.35 4 1.00 -1.10 66.75 -72.41 1 1 3.17 3.35 5 1.00 -1.40 66.75 -89.38 D-1 & 2 3 6.67 20.01 4 0.95 -1.05 63.74 -69.40 D-1 & 2 3 6.67 20.01 5 0.95 -1.29 63.74 -83.36 D-3 8 7 56.00 5 0.87 -1.14 59.28 -74.43 2 SL 2.17 6.67 14.83 4 0.97 1 -1.07 65.04 -70.70 2 SL 2.17 1 6.67 14.83 5 0.97 I -1.34 65.04 -85.96 0.00 T-1, J-1 2 18 108.00 1 0.30 j -0.80 27.15 -55.44 T-1, J-1 2 18 108.00 2 0.30 -1.20 27.15 -78.07 OR 2 2 4.00 1 H 0.50 -0.90 28.28 -50.91 OH. 2 2 4.00 2H 0.50 -2.20 28.28 -124.45 01-1. 2 2 4.00 3H 1 0.50 1 -3.70 1 28.28 -209.31 Developed by Meca Enterprises, Inc. Copyright 2010 F.G.P. Page No. 4 of 5 23 5/4/2014 WI N D10 v3-20 Detailed Wind Load Design (Method 2) per ASCE 7-10 0.00 Wall 1 12 48.00 4 0.88 -0.98 1 59.95 -65.60 Wail 1 1 12 48.00 5 0.88 -1.16 59.95 -75.77 Note: ' Enter Zone 1 through 5, or 1 H through 3H for overhangs. Developed by Meca Enterprises, Inc. Copyright 2010 F.G.P. Page No. 5 of 5 24 FORM 405-10 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Addition Legalization and Interior Renovation Builder Name: Street: 941 NE 91st Terrace Permit Office: City, State, Zip: Miami Shores, Ft, Permit Number: Owner: Mrs Elise Fable Jurisdiction: 232600 Design Location: FL, Miami 1. New construction or existing Existing (Projecte 9. Wall Types (967.5 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 967.50 ftz b. NIA R= ftz 3. Number of units, if multiple family 1 c. NIA R= ftz 4. Number of Bedrooms 1 d. NIA R= ftz 10. Ceiling Types (981.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 981.00 ftz 6. Conditioned floor area above grade (ftz) 981 b. NIA R= ftz Conditioned floor area below grade (ftz) 0 c. NIA R= ftz 11. Ducts R ftz 7. Windows(279.3 sqft.) Description Area a. Sup: Attic, Ret: Space 2, AH: Space 2 6 196.2 a. U-Factor: Sgl, U=0.62 279.35 ftz SHGC: SHGC=0.50 b. U-Factor: NIA ftz 12. Cooling systems kBtu/hr Efficiency SHGC: a. Central Unit 29.8 SEER:16.00 c. U-Factor: NIA ftz SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: NIA ftz a. Electric Strip Heat 17.0 COP:1.00 SHGC: Area Weighted Average Overhang Depth: 1.250 ft. Area Weighted Average SHGC: 0.500 14. Hot water systems a. Natural Gas Tankless Cap: 1 gallons 8. Floor Types (981.0 sqft.) Insulation Area EF: 0.891 a. Slab -On -Grade Edge Insulation R=0.0 981.00 ftz b. Conservation features b. N/A R= ftz None c. NIA R= ftz 15. Credits Pstat Total Proposed Modified Loads: 27.26 Glass/Floor Area: 0.285 PASS Total Standard Reference Loads: 34.42 1 hereby certify that the plans and specifications covered by Review of the plans and -THE S3r�g?,. this calculation are in compliance with the Florida Energy specifications covered by this ti+0 = g- F0*6 Code. calculation indicates compliance with the Florida Energy Code.{rr, . �-,; •- ,ti PREPARED BY: Before construction is completed DATE: this building will be inspected for Section 553.908 c7 compliance with I hereby certify that this building, as designed, is in compliance Florida Statutes. S cflD with the Florida Energy Code. WE OWNER/AGENT: BUILDING OFFICIAL: _ DATE: DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with 403.2.2.1.1. - Compliance requires completion of a Florida Air Barrier and Insulation Inspection Checklist - Compliance requires an air distribution system test report, by a Florida Class 1 Rater, confirming system leakage to outdoors tested at 26 pascals pressure difference in accordance with 403.2.2.1. is not greater than (29 cfm:Duct#1) a •,, 5/1/2014 8:52 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 1 of 5 PROJECT Title: Building Type: Owner: # of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Addition Legalization and Inter Bedrooms: 1 User Conditioned Area: 981 Mrs Elise Fable Total Stories: 1 1 Worst Case: No Rotate Angle: 0 Cross Ventilation: 232600 Whole House Fan: Single-family Existing (Projected) Address Type: Lot # Block/SubDivision: PlatBook: Street: County: City, State, Zip: Street Address 941 NE 91 st Terrace Dade Miami Shores, FI , CLIMATE Design Location F__�_ IECC Design Temp TMY Site Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Miami FL_MIAMI_INTL_AP 1 51 90 70 75 149.5 56 Low BLOCKS Name Area Volume VNumber Block1 981 8829 SPACES r Name Area Volume Kitchen Occupants Bedrooms lnfilID Finished Cooled Heated 1 Space 2 981 8829 Yes 2 1 1 Yes Yes Yes FLOORS # Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Space 2 108 ft 0 981 ft2 0 0 1 ROOF # Type Roof Gable Roof Materials Area Area Color Solar Absor. SA Emitt Tested Emitt Deck Pitch Tested Insul. (deg) 1 Hip Barrel tile 1097 ft2 0 ft2 White 0.21 No 0.9 No 0 26.6 ATTIC v # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 150 981 ft2 N N M, CEILING # Ceiling Type Space R-Value Area Framing Frac Truss Type 1 Under Attic (Vented) Space 2 30 981 ft2 0.11 Wood 5/1/2014 8:52 AM EnergyGaugeO USA - FlaRes2010 Section 405.4.1 Compliant Software Page 2 of 5 'V F WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below #-_Ornt__To--�IVaU�ype Spate R�Wue Ft In F"n Area __-R alue-Eraction---Absor. Grade%- 1 N Exterior Concrete Block - Int Insul Space 2 4.1 35 0 9 0 315 ft' 0 0 0.47 0 2 E Exterior Concrete Block - Int Insul Space 2 4.1 32 0 9 0 288 ft2 0 0 0.47 0 3 W Exterior Concrete Block - Int Insul Space 2 4.1 40.5 0 9 0 364.5 ft2 0 0 0.47 0 WINDOWS Orientation shown is the entered, Proposed orientation. Wall V # Omt ID Frame Panes Overhang NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Metal Single (Clear) 2 E 2 Metal Single (Clear) 3 E 2 Metal Single (Clear) 4 W 3 Metal Single (Clear) 5 W 3 Metal Single (Clear) Yes 0.62 0.5 66.69999 1.25 ft 0 i 1.25 ft 0 i Yes 0.62 0.5 24 ft2 1.25 ft 0 i 1.25 ft 0 i Yes 0.62 0.5 66.69999 1.25 ft 0 i 1.25 ft 0 i Yes 0.62 0.5 55.25 ft2 1.25 ft 0 i 1.25 ft 0 i Yes 0.62 0.5 66.69999 1.25 ft 0 i 1.25 ft 0 i Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds Drapes/blinds None None None None None INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Best Guess 0.000300 771.95 42.379 79.700 0.2070 5.2460 HEATING SYSTEM # System Type Subtype Efficiency Capacity Block Ducts 1 Electric Strip Heat None COP: 1 17 kBtu/hr 1 sys#1 COOLING SYSTEM # System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16 29.8 kBtu/hr 894 cfm 0.72 1 sys#1 HOT WATER SYSTEM # System Type SubTpe Location EF Cap Use SetPnt Conservation 1 Natural Gas Tankless Space 2 0.82 1 gal 40 gal 120 deg None ry SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft2 5/1/2014 8:52 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 3 of 5 DUCTS ---- Supply ---- ---- Return ---- Air Percent HVAC # # Location R-Value Area Location Area Leakage Type Handler CFM 25 Leakage QN RLF Heat Cool 1 FCooling Attic 6 196.2 ft Space 2 0 ft2 Prop. Leak Free Space 2 29.4 cfm 3.29 % 0.03 0.00 1 1 TEMPERATURES amable Thermostat: Y Ceiling Fans: Jan Jan Feb Feb Mar Mar A r Apr Ma May X Jun l X Jul Jul X Au X Se Sep Oct Nov X� Dec enng Jan Feb X Mar L Jun Aug Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 5/1/2014 8:52 AM EnergyGaugeO USA - FlaRes2010 Section 405.4.1 Compliant Spftware Page 4 of 5 10 FORM 405-10 Florida Code Compliance Checklist Florida Department of Business and Professional Regulations Residential Whole Building Performance Method ADDRESS: 941 NE 91st Terrace PERMIT #: Miami Shores, FI, MANDATORY REQUIREMENTS SUMMARY - See individual code sections for full details. COMPONENT SECTION SUMMARY OF REQUIREMENT(S) CHECK Air leakage 402.4 To be caulked, gasketed, weatherstripped or otherwise sealed. Recessed lighting IC -rated as meeting ASTM E 283. Windows and doors = 0.30 cfm/sq.ft. Testing or visual inspection required. Fireplaces: gasketed doors & outdoor combustion air. Must complete t envelope leakage report or visually verify Table 402.4.2. i Thermostat & 403.1 At least one thermostat shall be provided for each separate heating controls and cooling system. Where forced -air furnace is primary system, programmable thermostat is required. Heat pumps with supplemental electric heat must prevent supplemental heat when compressor can meet the load. Ducts 403.2.2 All ducts, air handlers, filter boxes and building cavities which form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section 503.2.7.2 of this code. 403.3.3 Building framing cavities shall not be used as supply ducts. Water heaters 403.4 Heat trap required for vertical pipe risers. Comply with efficiencies in Table 403.4.3.2. Provide switch or clearly marked circuit breaker (electric) or shutoff (gas). Circulating system pipes insulated to = R-2 + accessible manual OFF switch. Mechanical 403.5 Homes designed to operate at positive pressure or with mechanical ventilation 4 ventilation systems shall not exceed the minimum ASHRAE 62 level. No make-up air from attics, crawispaces, garages or outdoors adjacent to pools or spas. i Swimming Pools 403.9 Pool pumps and pool pump motors with a total horsepower (HP) of = 1 & Spas HP shall have the capability of operating at two or more speeds. Spas and heated pools must have vapor -retardant covers or a liquid cover or other means proven to reduce heat loss except if 70% of heat from site -recovered energy. Off/timer switch required. Gas heaters minimum thermal efficiency=78% (82% after 4/16/13). Heat pump pool heaters minimum COP= 4.0. Cooling/heating 403.6 Sizing calculation performed & attached. Minimum efficiencies per Tables 503.2.3. Equipment efficiency verification required. Special equipment occasion cooling or heating capacity requires separate system or variable capacity system. Electric heat >10kW must be divided into two or more stages. Ceilings/knee walls 405.2.1 R-19 space permitting. 5/1/2014 8:52 AM EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software Page 5 of 5 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 79 The lower the EnergyPerformance Index, the more efficient the home. 941 NE 91 st Terrace, Miami Shores, FI, 1. New construction or existing Existing (Projecte 9. Wall Types Insulation Area a. Concrete Block - Int Insul, Exterior R=4.1 967.50 ft2 2. Single family or multiple family Single-family b. NIA R= ft 3. Number of units, if multiple family 1 c. NIA R= ft2 4. Number of Bedrooms 1 d. NIA R= ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 981.00 ft2 6. Conditioned floor area (ft2) 981 b. N/A R= ft2 c. NIA R= ft 2 7. Windows" Description Area 11. Ducts R ft2 a. U-Factor: Sgl, U=0.62 279.35 ft2 a. Sup: Attic, Ret: Space 2, AH: Space 2 6 196.2 SHGC: SHGC=0.50 b. U-Factor: NIA ft2 SHGC: 12. Cooling systems kBtu/hr Efficiency c. U-Factor: NIA ft2 a. Central Unit 29.8 SEER:16.00 SHGC: d. U-Factor: NIA ft2 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Strip Heat 17.0 COP:1.00 Area Weighted Average Overhang Depth: 1.250 ft. Area Weighted Average SHGC: 0.500 8. Floor Types Insulation Area 14. Hot water systems Ca 1 gallons p' a. Slab -On -Grade Edge Insulation R=0.0 981.00 ft2 a. Natural Gas EF: 0.82 b. N/A R= ft2 b. Conservation features c. N/A R= ft2 None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: Address of New Home: Date: City/FL Zip: ,�•oITxE S7-CO *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section 303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. EnergyGauge® USA - FlaRes2010 Section 405.4.1 Compliant Software si RAFAEL E. DROZ SEDA P. E. STRUCTURAL AND THRESHOLD INSPECTIONS LICENCES 39228 & SPECIAL INSPECTOR # 843 9130 CRESCENT DRIVE MIRAMAR FL. 33025 - 2426 March 11, 2015 To whom it's May Concern Miami Florida Dear Sirs AS BUILT INSPECTION 941 N.E.91 Terrace Miami Shore Village, Florida Permit RC-7-14-1531 This report was issued in response to a request from Building Contractor to perform a Building Inspection at the above address of the House Repaired work. A visual inspection was performed of all structural components that were repaired and in accordance with the approved structural Plans To performed the structural inspection a NDT James Instrument Inc. Rebar Locator C700, and James Rebar Data Scan C -4974. 1. Foundations The Contractor excavated next to the footing to determine size 4'-0" x 4'-0" x12" 5# 5 each way T. & B. and also 2 # 5 continuous bar. 2. The 4" Slab in thickness with 6x6-10/10wire mesh. 3. The Columns 8" x 12" with 4 #6 bars and #3 ties, 8" X 24" with 6 # 6 with # 3 ties reinforcing steel . 4. Roof framing were detected by ceilings openings 2" x12" wood joists @ 12" on center and prefab wood trusses @ 24" and fastened with NVSTA- 22 straps also R-30 insulation. 5. The Tie downs were placed with # 5 @ 40" on center. 6. The 5/8" plywood was fastened with 8d nails @ 4"o/c at edge and 6" at field. 7. New windows were installed and fastened'/a" tap cons embedded 11 /4" on the wall and wood buck around the perimeter. I certify to the best of my knowledge and belief after the inspections that the all work was done in accordance with the 2010Florida Building Specifications, and is structurally sound and safe for the specific usage. The Inspectors certify that there are no financial or business interests on the above property nor has ever been a contractor employee. If additional information is required please contact me at (305) 962-7452. Sincerely, RAFAEL E. DROZ HVAC Load Calculations for Mrs Elise• Fable 941 NE 91 st Terrace Miami Shores, Florida RH'%,IAC RzsiDHNwnAL HVAC LOADS Prepared By: Thursday, May 01, 2014 r Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. Rhirac �'i��id�ntial,>�#»i htCoMmetCta�„HVAC Loatls ;'' � , '� � Mite Softwawe De�elopment,anc.: i t 2 f., 4( tlk� ti;i ii }f it jF f -Er System 2 AC-2 Summary Loads J t. �l . 1:[i li lii i ::E' i i' ;!. t :1: r y}• } r if EI €'i E Com a i yen i;]i .'.Yt t i E { 1 f i i. i. E E - " Total .' :l i:: ✓LIt�I •! .i 3 f L S 1 } Descmpt�+on r <' ,: _Quart, Loss Gain ° tinG•ain , _�' Clear: Glazing -Storm Window 2, ground reflectance = 281.8 4,019 0 14,608 14,608 0.23, u-value 0.62, SHGC 0.5 13A-4ocs: Wall -Block, board insulation only, R-4 board 685.8 2,255 0 2,187 2,187 insulation, open core, siding finish 16A-30: Roof/Ceiling-Under Attic with Insulation on Attic 981 722 0 2,417 2,417 a Floor (also use for Knee Walls and Partition Ceilings), Unvented Attic, No Radiant Barrier, Any Roofing Material, Any Roof Color, R-30 insulation 22A-pl: Floor -Slab on grade, No edge insulation, no 108 2,457 0 0 0 insulation below floor, any floor cover, passive, light dry soil Subtotals for structure: 9,453 0 19,212 19,212 People: ` 2 400 460 860 T Equipment: 0 200 200 Lighting: 200 682 682 Ductwork: 3,952 694 2,029 2,723 Infiltration: Winter CFM: 90, Summer CFM: 47 2,270 1,947 932 2,879 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 _0 System 1 AC-1 Load Totals: 15,675 3,041 23,515 26,556 ;,.;: ,:... s3 `7, bia,CkMl;i1 i 1 s Supply CFM: 1,069 CFM Per Square ft.: 1.090 Square ft. of Room Area: 981 Square ft. Per Ton: 443 Volume (f?) of Cond. Space: 8,829 v' �.. ✓� ....., F..� .. t,t i X,...g:rt'•...:...) •, ;': E:f;. .,ES. "X.* f i .t "�:-E' E .t.. ti: 1:: f:l e i t ' y , ,z.zo; sAq •r E tt z t sl t!i }...,. -. i :f} EFit.fEE •t, 1,t:s fp .f i,, i i z„i . tr , € : ,t.. !. t :t�QCt1EEL..r�sf! s jj u z i �•'Sa<tt.. E,.t1: J, �5�,¢E, Total Heating Required Including Ventilation Air: 15,675 Btuh 15.675 MBH Total Sensible Gain: 23,515 Btuh 89 % Total Latent Gain: 3,041 Btuh 11 % Total Cooling Required Including Ventilation Air: 26,556 Btuh 2.21 Tons (Based On Sensible + Latent) ►, S��f� ;it . ..�?�ia�}..��?r•-:� Utz ...a. << ..,117ryi� .z_ ....,f_ -. lt�t?,.y,,. < , . iNf3.a , 1., .. _ _.. .. ..L:z; �.:}; a.._ , i.iit.t ,ir , .. �.:� ` _.: f i Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. C:1Program FileslElitelRhvacwlProjectslELISE FABLE RESIDENCE.rhv Thursday, May 01, 2014, 8:56 AM JW L11111K;;U 1C11111LG VV 111 MIL 1 W01K VI Mi 954 971-7201 ( ) 561 734-6373 • FAX 951 971- ( ) ( ) 2 2 7 0 DATEI/8/2015 Mrs. Fable SELLER/PROPERTY OWNER/AJTFIORIZEC AGENT 941 NE 91St Terrace, Miami Shores, FL STREET ADDRESS OF PROPERTY 305-972-6413 PHONE NUMBER / EMAIL / FAX BUYERS NAME STREET ADDRESS PHONE NUMBER/ EMAIL/ FAX The COMPANYis authorized to treat premises herein described for the control of: DRYWOOD TERMITES POWDER POST BEETLES Treatment is based on our inspection which reveals: a () LIVE INFESTATION (X) CONTROL OF EXISTING INFESTATION (X) PREVENTION OF INFESTATION (X) SUBTERRANEAN TERMITES *See Note Below ( ) FORMOSAN TERMITES "See Note Below * Note: Structure must be free and clear, and stay free and clear of any and all water intrusion, Such as (but not limited to): Hoof Leaks, Foundation Leaks, Plumbing Leaks, Siding Leaks, F_tc. Customer must make any such repairs immediately. A) TYPE OF TREATMENT TO BE DONE: ( ) Pre -treat (X ) Sub -slab injection ( ) Liquid/Foam Treatment () Spot Treatment () Fumigation B) STRUCTURE TYPE: CBS C) CHEMICAL. TO BE USED: Termidor C) AREA TO BE TREATED: Entire perimeter D) SPECIFIC STRUCTURES ON PROPERTY TO BE INCLUDED IN THIS WARRANTY: House E) RE -INSPECTIONS ARE INCLUDED FREE OF CHARGE AT CUSTOMER REQUEST WHILE HOME IS UNDER CURRENT WARRANTY F) NOTICE OF TREATMENT STICKER WILL BE PLACED AT ONE OF THE FOLLOWING AREAS: ATTIC ENTRY, CRAWL SPACE, WATER HEATER, ELECTRIC PANEL, A/C UNIT, OR ANY OTHER READILY AVAILABLE AREA OF PROPERTY. A) Cost of Treatment B) Cost of Sub Slab C) Wood Repair 1) Sub total 2) Sales Tax 3) Discount 4) Balance Due Acceptance is regvired within 30 days of proposal dF-te. Cancellation of job must be received by 9:00 am of the day prior to scheduled date of job. Fee for cancellation without required notice is 25% of the service agreement price. Payment in full is due at the time of service. Type of Warranty: ( X) Limited Warranty ( ) Non -Renewable Limited Wa: ranty (F(-: r Spot Treatments) REFER TO REVERSE SIDE FOR LIMITED WARRANTY, DISCLAIMERS, LIMITATIONS, CONDITIONS OR EXCLUSIONS TO REPAIR AND/OR RE TREATMENT. LIMITED WARRANTY IS FOR RE -TREATMENT ONLY. THIS LIMITED WARRANTY ON THE ABOVE NAMED PROPERTY WILL BE RENEWED IN an 2016 UPON PAYMENT OF THE INITIAL rREATMENT COST, .AND ANNUALLY THEREAFTER IN Jan, UPON PAYMENT OF S188.00 BEGINNING IN 2016 . THE LIMITED WARRANTY WILL BE 1N EFFECT FOR AN INITIAL PERIOD OF 12 MONTHS AND THEREAFTER SO LONG AS PAYMENTS ARE MADE IN ACCORDANCEWITH THE TERMS AND CONDITIONS OF THE CONTRACT. Wi i Alaulirli (SiIZ1rorrrre all fr1e) COMPANY REPRESENTAj iVE SELLERIPROPERTY OWNER/AUTHORIZED AGENT 2195 N. ANDREWS AVE., SUITE #11 POMPANO, FLORIDA 33069 (as required by Florida Building Code (FBC) 104.2.6) Command Pest Control, Inc. 954-943-0008 561-734-6373 Address of Treatment 941 NE 91 Terrace, Miami Shores FI Date Time 1-12-2015 2pm Product Used Chemical (active ingredient) Termidor Fipronil Applicator Steven Little Number of Gallons 108 Percent of Area Treated (sq Ft)Linear Feet Treated Concentration .06% 270 Linear Feet Stage of Treatment (Horizontal, Vertical, Adjoining Slab, Re -treat of disturbed area As per 104.2.6- If soil chemical barrier method for termite prevention is used, final exterior treatment shall be completed prior to final building approval. If this notice is for the final exterior treatment (final grade), Initial and Date this line: S L 1- I Z-2 i715 BUILDING HAS RECEIVED A COMPLETE TREATMENT IN THE SPECIFIED AREA FOR THE PREVENTION OF SUBTERANEAN TERMITES, TREATMENT IS IN ACCORDANCE WITH THE RULES ESTABLISHED BY THE DEPARTMENT OF AGRICULTURE AND CONSUMER AFFAIRS. Payment for the initial treatment includes a one year limited warranty as specified herein. Normal renewal anniversary date shall be considered to be tite la.4t day of the calendar month proceeding flee i+ctuad treatment date. At your option and for your further protection, the limited warranty may be renewed annually for lour additional years after the first year. After receipt of payment for each annual limited warranty renewal, the COMPANY will make an inspection of the premises, within a reasonable time period following request. After four limited warranty renewal years, the FEE and the renewal period may be adjusted by the COMPANY. The LIMITED WARRANTY is personal to the property and as such is transferred from owner to owner during the course ofthis agreement, and by advising the COMB' \NY in writing of the narne and billing address of the new owner. GENERAL TERMS AND CONDITIONS I. If during the L1Ml i' U WARRANTY pe; iod. additions and/or alterations at-,: made which affect the treated structure(s) by creating new insect hazards or interference with the chemical barriar. the COMPANY may terminate the LIMITED WARRANTY unless the COMPANY receives prior written notification. reinspects the structure(s). contracts for additional treatment and/or adjusts the LIMITED WARRANTY renewal fee. 2. The COMPANY'S liability under this L mi,rED WARRANTY shall terminate when access to the premises for the purpose of carrying out the terms and conditions of this contract is ref:ised the COMPANY or its agent. 3. The CO MPAN Y" will exercise reasonable care in its treatment procedures, but will not accept responsibility for broken roof tiles. gutters, solar - heaters, satellite dishes, landscape foliage, broken or damaged pipes or any other inadvertent damage occasioned by properly performed procedures. .4. Certain conditions heyond the t_'()N1PAN*%"S control may allcet its ability to commence or to complete treatment. Such conditions include but are not limited to strong or heavy ,%inds..e:nlper.w!re b6ow 60 degrees f.. acts cif war. acts of government authorities. civil disturbances or refusal by the occupant to allow the COMPANY access to all or any part of the structure(s). No liability shall accrue to the COMPANY if. at its discretion in any of these conditions, it becomes necessary for ill- COMPANY to postpone treatment. 5. This contract may he assigned to a � HOI,VSALF FUMIGATiON COMPANY. If so assigned, then from the date of assignment and throughout the one (1) year period following file (late of initial treatment as stated on the LiMITED WARRANTY to be issued to you, the WHOLESALE COMPANY shall held itself primarily liable to you and the Florida State Department of Agriculture for a full performance of all fumigation work performed in the above premises, and the WHOLESALE COMPANY shall hold itself primarily liable for the full performance ofall the terms and conditions of this fumigation contract for the treatment of the above premises as same may be required by Chapter 482 of the Florida Statutes. 6. In the event it becomes necessary to retain 1-!gal counsel or collection agents. in order to collect payment as agreed in the contract, the COMPANY shall be entitled to reasonable attorneys or collection agencies fees and costs of collection through final appeal. 7. This contract, the attached Graph &Specifications and the Release of Company Liability comprise the entire agreement between the parties hereto. and the C'O,X1fANY and the CLIENT:,re hound by the stipulation of these terms and conditions and not by any other representations, oral or otherwise. unless such are: in w•riti112 and signed by an ofTicer of the COMPANY. 8. If moisture and/orstructural conditions. which are (conductive to Subterranran'lermites, are subsequently found to exist without ground contact, then the Comptuty shall b; relieved r,t'amv and all liability. 9. Structural or mechanical defects, which result in water leakage in interior areas or through the roof or exterior walls of the premises, may destroy the eftcctiveness of the C0;\-1I -,\NY'ti ircrtrrtent. thereby permitting infestation to continue after file date of the initial treatment. It'such a condition is din:xovere,,.L it is agreed that the; customer will be responsible for making such repairs as necessary to correct the structural or mechanical detect and the COMPANY will, upon completion of said repairs, provide additional treatment to control the infestation in the area. 10. Ifthis contract covers treatrnen; for the prevention of'Subterranean termites for new construction, then should Subterranean termite infestation occur to the su•ucture treated durina warranty period, additional treatment will bQ performed to control the infestation. If. The company will not accept liability fist any they or vandalism during. a tent fumigation. If you are concerned we recommend that you obtain the service% of a security guard company. CONSUNIER'S RIGHT Or. CANCELLATIONS You may cancel this contract w ithcut tm per,a;!y or oE►. ation prior to midnight of the third business day following acceptance of this service agreement. Il' you dance; this contract for t;ta r;,tson, the seller, Command Pest Control, inc., may keep only a portion of the contract price, not to exceed 50or W.00 whichever is i:sser. You may cancel this, contract it' the �ervicc ccttsc; to be offered as stated in the contract. You may notify the Seller of your intent to cancel by written notice to Coma;and 1',at Control. Inc. PAVNIENT TER.NIS Payment shall be rendered ;it time ot'sorvice. 'Nov account which fins an unpaid balance; at the end of said term will be charged interest on the unpaid portion. the rate of one and one hall' perccnt (1 1 /2%) interest per month until such time as the account has been paid in full. Notwithstanding that the serviced property i,, the subject of a real estate transfer. refinance etc., payment for services rendered shall be made within the stated time. and if not, the ('0\, ANY shall hold CLIENT fully responsible for all payments due hereunder to include total amount of invoice and any and all Reasonable .'lttornev !-es and Court costs that may arise if collection becomes necessary. _ US South Engineering & Testing Laboratory, Inc. 14345 Commerce VA/ay, Miami. FL 33016 Phone: 305.568.2888 1 Fax: 306.362.4669 Tested by: Larry DATE: 11.07.2014 Project: #14-9074 REPORT OF FIELD DENSITY TEST (SOIL COMPACTION) CLIENT: SRncoast Building & Roofing PROJECT: Residential Home Addition 1040 SW 1st Street #1205 941 NE 91st Terrace Miami, FL 33130 Miami Shores, FL PROCTOR DATA PROCTOR NUMBER SOIL DESCRIPTION PROCTOR VALUE Max. Dry Density (pct) Optimum Moisture (%) - 14681 LIME SAND WITH SOME ROCK 114.6 10.4 FIELD DENSITY TEST ACCORDING TO ASTM METHOD D-2922-71 TEST No. TEST LOCATION PROC. No. LIFT DRY DENSITY M% ° COMP. RESULT 1 CENTER OF R. HOME ROOM ADDITION 14681 FINAL 113.5 10.0 99.0 PASS TEST DEPTH (IN) 12" REQUIRED PERCENTAGE OF COMPACTION 95% P= PASS F=FAIL FT=FOOTING SG=SUB-GRADE BC=BASE COURSE MH=MAN HOLE Respectfully suS;,;ned, _ �5 — :.hasem Khavanin., Florida RegistratioO=#, 41955 COUNTY MIAMI-DADE COUNTY PRODUCT CONTROL SECTION BUILDING AND NEIGHBORHOOD COMPLIANCE DEPARTMENT (BNC) 11805 SW 26 Sbw% Room 208 BOARD AND CODE ADMINISTRATION DIVISION Miami, Florida 33175-2474 T (786) 315.2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.mlamidfide,uoy/buildl"g/ Entegra Roof Tile, Inc. 1289 NE 9'" Ave. Okeechobee, FL. 34972 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County BNC - Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. BNC reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code including the High Velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Bermuda Concrete Flat Roof Tile LABELING: Each unit shall beat a permanent label with the manufacturer's name or logo, city, state and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This renews NOA # 10-0518.01 and consists of pages I through 6. The submitted documentation was reviewed by Alex Tigera. NOA No.11-0414.09 Expiration Date: 06/07/16 Approval Date: 05/26/11 Page 1 of 6 RooFiNG ASSEMBLY APPRovAL Category: Roofing - Sub Category: Roofing Tiles Material: Concrete 1. SCOPE This revises a roofing system using Entegra Flat Concrete Roof Tile, as manufactured Entegra Roof Tile Corporation in Okeechobee, FL. as described in Section 2 of this Notice of Acceptance, designed to comply with the Florida Building Code for High Velocity Hurricane Zone. For the locations where the pressure requirements, as determined by applicable Building Code, does not exceed the design pressure values obtain by calculations in compliance with RAS 127 using the values listed in section 4 herein. The attachment calculations shall be done as a moment based system. 2. PRODUCT DEsCI wnoN Manufactured by Test Product - A nlicant Dime�asionnj amiB�cations Descries Entegra Flat Tile 1=16" TAS 112 Flat profile, interlocking, high pressure a w =10" extruded concrete roof file equipped with two nail holes. For mechanical, mortar or adhesive set applications. Trim Pieces 1= varies - TAS 112 Accessory trim, concrete roof pieces for use w = varies at hips, rakes, ridges and valley varying thickness terminations. Manufactured for each file profile. 2.1 AZANUFACTURING LOCATION 2.1.1. Okeechobee, FL. 2.2 EVIDENCE Suslhwrw Teat ,A►gw-gy - .� Test Iden�tfiter �.,,_._..._ lest N, �eJRe= MEL Redland Technologies 7161-03 Static Uplift Testing Dec. 1991 Appendix III PA IO2 & PA 102(A) The Center for Applied 94-084 Static Uplift Testing May 1994 - Engineering, Inc. PA 101 (Mortar Set) The Center for Applied 94-060A Static Uplift Testing March,1994 Engineering, Inc. PA 101(Adhesive Set) The Center for Applied 25-7094-2 Static Uplift Testing Oct. 1 "4 Engineering, Inc. PA 102 (4" Headlap, Nails, Direct Deck, New Construction) NOA No.11-0414.09 Fxpirntfon Date: 06/07/16 Approval Date: 05 26/11 Page 2 of 6 The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc. The Center for Applied Engineering, Inc. Redland Technologies Redland Technologies Redland Technologies Redland Technologies The Center for Applied Engineering, Inc. Atlanta Testing & Engineering, lnc. Professional Service Industries, Inc. Celotex Corporation Testing Service Celotex Corporation Testing Service . Walker Engineering, Inc. Walker Engineering, inc. Walker Engineering, Inc. Walker Engineering, Inc. Walker Engineering, Inc. Walker Engineering, Inc. Walker Engineering, Inc. Nutting Engineers 25-7094-8 25-7094-5 25-7183-6 25-7183-5 25-7214-1 25-7214-5 7161-03 Appendix 11 Letter Dated Aug. 1, 1994 P0631-01 P0402 Project No. 307025 Test #MDC-77 R1.894 R2.894 R3.894 395-40011-1 520109-1 520111-4 520191-1 Calculations Evaluation Calculations Evaluation Calculations Evaluation Calculations Evaluation Calculations Evaluation Calculations Calculations 13343.1 Static Uplift Testing PA 102 (4" Headlap, Nails, Battens) Static Uplift Testing PA 102 (4" Headlap, Nails, Direct Deck, Recover/Reroof) Static Uplift Testing PA 102 (2 Quik Drive Screws, Direct Deck) Static Uplift Testing PA 102 (2 Quik Drive Screws, Battens) Static Uplift Testing PA 102 (1 Quik-Drive Screw, Direct Deck) Static Uplift Testing PA 102 (1 Quik Drive Screw, Battens) Wind Tunnel Testing PA 108 (Nail -On) Wind Tunnel Testing PA 108 (Nail -On) Wind Tunnel Testing PA 109 (Mortar Set) Withdrawal Resistance Testing of screw vs. smooth shank nails Wind Driven Rain PA 100 Physical Properties PA 112 Physical Properties PA 112 Static Uplift Testing PA 101 Static Uplift Testing PA 101 Aerodynamic Multiplier 25-7094 25-7496 25-7584 25-7804b-8 25-7804-4 & 5 25-7848-6 25-7183 Restoring Moment, Ma Two Patty Adhesive Set System TAS 112 Oct. 1994 Oct. 1994 Feb. 1995 Feb. 1995 March,1995 March, 1995 Dec. 1991 Aug. 1994 July 1994 Sept.1993 Oct. 1994 Aug. 1994 Feb 2004 Dec.1998 March 1999 March 2004 Feb 1996 April 1996 December 1996 March 1995 March 2004 April 1999 05/06/08 NOA No.11-0414.09 Expiration Date: 06/07/16 Approval Date: 0146/11 Page 3 of 6 3. LnvnTATIONS: 3.1 Fire classification is not part of this acceptance. 3.2 For mortar or adhesive set tile applications, a static field uplift test in accordance with TAS 106 may required, refer to applicable building code. 3.3 Applicant shall retain the services of a Miami -Dade County Certified Laboratory to perform quarterly test in accordance with TAS 112, appendix `A'. Such testing shall be submitted to the Building and Neighborhood Compliance Department — Product Control Section for review. 3.4 Minimum underlayment shall be in compliance with the applicable Roofing Applications Standards listed section 4.1 herein. 3.5 30/90 hot mopped underlayment applications may be installed perpendicular to the roof slope unless stated otherwise by the underlayment material manufacturers published literature. 3.6 This acceptance is for wood deck applications. Minimum deck requirements shall be in compliance with applicable building code. 4. INSTALLATION 4.1 Entegra `Flat' Concrete Roof Tile and its components shall be installed in strict compliance with Miami Dade County Roofing Application Standard RAS 119, RAS 119, and RAS 120. 4.2 Data For Attachment Calculations. Table 1: Average Weight (W) and Dimensions (I x w ) Tile Profile Weight-W (lbf) Length -I (ft) Width-w (ft) Ente ra Fiat Tile 9.7 1.33 .833 Table 2: Aerodynamic AAuiti tiers - Tile Profile x ( ) Batten Application x ( ) Direct Deck Application ,Entegra Flat Tile 0.189 .0.205 Table 3: ring Moments due to Gran - lbl ft4 Tile Profile 311:12" 4":12" 681Ar 611:12" Greater than 7"Si r Entegra Fiat Tile Battens Direct Deck Battens Direct Deck Battens Direct Deck Battens I Direct Deck 1 Battens I Direct Deck [-6.53 6.97 6.43 6.86 6.29 6.71 1 6.14 6.54 1 5.97 6.35 NOA No.11-0414.09 Expiration Date: 06WI16 Approval Date: O 26/11 Page 4 of 6 Table 4: Attachment Resistance Expressed as a Moment - Mt (ft4bf) for NalWn 3vatems Tile Profile Fastener Type Direct Deck (min 15132" plywood) Direct Deck (min.1913211 plywood) Battens Entegra Flat -tile • 2-10d Ring Shank Nails 30.9 38.1 17.2 1-10d Smooth or Scow Shank Nail 7.3 9.8 4.9 2-10d Smooth or Screw Shank Nails 14.0 18.8 7.4' 1 #8 Screw 30.8 30.8 18.2 2 #8 Screw 51.7 61.7 24.4 1-10d Smooth or Screw Shank Nail (Field -Clip) 24.3 24.3 24.2 1-14d Smooth or Screw Shank Nail Eave Clip) 19.0 19.0 22.1 2-10d Smooth or Screw Shank Nabs Field Clip) 36.6 36.6 34.8 2-10d Smooth or Screw Shank Nails Eave CUP) 31.9 31.9 32.2 �2-40-dftgShank Nails 50.3 65.6 48.3 1 Installation with a 4" Ile headlep and fasteners are located a min. of 2W from head of tile. Table 6: Attachment Resistance Expressed as a Moment Mr (ft4bf) for Two Patty Adhesive Set we Tile Profile Tile Application Minimum Attachment Resistance Ent ra Flat Tile Adhesive 31.3 2 See manufactures component approval for Installation requIrements. 3 Flexible Products Company TileBond Average weight per patty 13.9 grams. Pclylbarn ProdugL Inc. Average weight RE patty8 gmrns. Table 6: Attachment Resistance Expressed as a Mornent - Mt (ft-ibf) for Single Eft Adhesive Set System Tile Profile Tile Application Minimum Attachment Resistance Entegra Fiat Tile Po Proms" 118. P*PrOTM 40.4 4 Lame PaddyPlacement of 45 ararns of PoWrOTU. S Medium paddyplacement of 24 arems of Po roTM. NOA No.11-0414.09 Expiration Date: 06/07/16 Approval Date: 05/26/11 Page 5 of 6 5. LABELING: All tiles shall bear the imprint or identifiable marking of the manufacturer's name or logo (See Detail Below), or following statement: "Miami -Dade County Product Control Approved". ENTEGRA FLAT TILE LABEL (LOCATED ON UNDERSIDE OF TILE) 6. BUILDING PERMIT REQUIREMENTS: 6.1 Application for building permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance. 6.1.2 Any other documents required by Building Official or Applicable building code in order to properly evaluate the installation of this system. PROFILE DRAWING ENTEGRA "FLAT" CONCRETE ROOF TILE 16' 10' FIELD TILE 16' =j THICK BUTT TILE END OF THIS ACCEPTANCE NOA No.11-0414.09 Expiration Date: 06/07/16 Approval Date: 05a6/11 Page 6 of 6 MI®• DEPARTMENT OF PERMITTING, ENVIRONMENT, AND REGULATORY AFFAIRS (PERA) BOARD AND CODE ADMINISTRATION DIVISION OF ACCEPTANCE I MIAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 Mlam4 Florida 33175-2474 T (786) 315-2590 F (786) 315-2599 www.miamidede,aov/pers/ 1055 East 29"' Street Hialeah, Florida 33013 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County PERA -Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section (In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. PERA reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: Series NVSNP, NV/NVTH, NVHC, NVSTA and NVHTA Steel Wood Connectors. APPROVAL DOCUMENT: Drawing No. NU-5, titled "Skewed Nail Plate, NV359 & NV458 with Double NVTH Straps, NVTH/NVTHS Anchors & NVHC Hurricane Clips and NVSTA & NVHTA Heavy Duty Anchors with Seat", sheets 1 through 4 of 4, dated 04/15/2004, with last revision dated 01/25/2012, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami - Dade County Product Control Section. MISSILE IMPACT RATING: None LABELING: Each unit shall bear a permanent label with the manufacturer's name or logo, city, state, model/series, and following statement: "Miami -Dade County Product Control Approved", unless otherwise noted herein. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA N 09-0721.05 and consists of this page I and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 12-0130.35 Z Expiration Date: December 23, 2014 1S'0 Approval Date: April 12, 2012 #5101 Page 1 � Nu -Vie Induatx. NPMQ OF A►CCEFTANCE: EVIDENCE aPEWTTED A. DRAWINGS 1. Drawing No. NU-5, titled "Skewed Nail Plate, NV358 & NV458 with Double NVTH Straps, NVTJE•1/NVTHS Anchors & NVHC Hurricane Clips and NVSTA & NVHTA Heavy Duty Anchors with SeaC. sheets 1 through 4 of 4, dated 04/15/2004, with last revision dated 01/2512012, prepared by Nu-Vue Industries, Inc., signed and sealed by Vipin N. Tolat, P.E. B. TESTS "Submitted under NOA # 04-OSIOL03" Test reports on wood connectors per ASTM D1761 by Product Testing, Inc., signed and sealed by C. R. Caudel, P.E. BE ort . Wood Connector •r.irwir�rw�w.��• � Direct�io�n Date ��- 1. PT # 03-4482 NVSNP3 Downward 09/15/03 - 2. PT # 03-4625 NVHCIJR Up& Sideways 01/21/04 3. PT # 04-4641 NVSTA•24H Up& Sideways 03/17/04 4. PT # 04-4698 NVTH24 Up& Sideways 04/15/04 5. PT # 03-4590 NVTH26/NV458 Sideways 12/31 /03 6. PT # 04-4642 NVHTA-24H Up& Sideways 03/22/04 7. PT # 03-4543 NVTH2O/NV358 Up& Sideways 12/19/03 C. CALCULATIONS "Submitted under NOA # 09-0721.05" 1. Report of Design Capacities, dated 06/30/2009, sheets 1 through 12 of 12, prepared, signed and sealed by Vipin N. Tolat, P.E. "SubmiNed under NOA # 04-0S10.03" 2. Report of Design Capacities dated 04/27/2004, sheet 1 through 12, prepared, signed and sealed by Vipin N. Tolat, P.E. D. QUALITY ASSURANCE 1. Miami Dade Department of Permitting, Environment, and Regulatory Affairs (PERA) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENT "Submitted raider NOA # 09-0721.05" 1. -Statement letter of code conformance, no financial interest and no change of product, dated 07/08/2009, issued, signed and sealed by Vipin N. Tolat, P.E. Carlos K Utren4 P.B. Product Control Examiner NOA No. U4130.35 Expiration Date: December 23, 2014 Approval Date: April 129 2012 E -1 • • N y4. 0 0 0 o c • a nji; 3%- • 1 o 0 . " z W his �W v7i , �M • one' Ir ur 4fe" • We pattern Is Hdes ;" d&L � m�Owdto d F supperw a W a,w. NVSNP3 TABLE 1 Installation SKEWED NAIL PLATE Product Steel Fastener Allowable Loads (lbs) Code Gauge Each Ead Grovtty li fR NVSHPs 18 (8) 8d x Or 594 .594 For Uplift, use two NVSNP3. one at top chord and one at bottom chord of the supporting and supported Trusses In compliance with section 2321.7 of the F$C. Notes: 1. Use . 6 nail holes In each flange. 2. Do not bend nail plate more then once. •3. Supporting member shall be In the acute angle side with other flange behind the end of supported member (see sketch.) Ggneral Notes• 1. Steel shall conform to ASTM A653, structural grade .33 (Min. yield 33 kst) and a minimum galvanized coating of G 60 per ASTM A525. 2. Allowable loads are based on Latest Editions of National Desing specifications (NDS) for wood construction and ' Florida Building Code (FBC). ic. N I>s 2 aaS cxv.,dl Fe c 2 o I'm . 3. Design loads are for Southern Pine species with a specific gravity of 0.55. Allowable loads for other species shall be adjusted accordingly. 4. Common wire nail values are based on NDS and have been Zam rum reduced for Penetration Qepth factor. ��bdottom 5. Allowable loads for wind uplift have been Increased by a duration factor of 1.6 for anchors into wood only. Load values shown are, without 33% steel stress increase. 6. Allowable loads for more than a single connection cannot be added together. A design load which is divided into components In the direction given must be evaluated as follows: Actual Uplift' Allowable Uplift + owa e Ll+Allowable - <i 7. Allowable loads are based on Ur thick wood members unless otherwise noted. 8. All tie beams and grouted concrete masonry shall comply with ' FBC. Concrete for tie beams and grout and mortar for concrete masonry shall be a minimum of 2500 psi. Concrete masonry shall comply with ASTM C90. 9. All tests have been conducted In accordance with ASTM D-1761. �taot8."a'xBVeseD VIM X. TOI AT, PE (CIM) �,lak ItiEloeii 16 tom. 0 1W C 1� 181&9 I,ANT�RN CBBEK LAA1S +J� 801i3YnN. TX 77088 .r o Qr Nu ..... Y u a lad .moo. TABLE 2: NV358 - 14G Double NVTH Straps with 2 ply IBIS seat Assembly Product Code 140 Strap Product Code Dimension H (inches) Total No. of Fasteners In 2 Straps 10d x 3' Total No. of Fastenero In Seat 10d x 3' Allowable Loads ([be) uplift L1 L2 NV3se-12 NV1Nte 12- a e 2245 1981 1e39 NV358-14 NValta 14 to a 2525 2206 2088 NV355-19 NVIH20 is 12 a 2M 2452 229111 NV3511-20 NVTH24 2D 14 a 3086 26e7 25M NV358-22 NVM25 22 16 a 338] 2tM2 2758 NV3511-24 NVTM 24 Ntla Ob ' p der. deelade. plate an the gpoe6e eke. NV !Zfl IlImiao 26 NV359-32 NV" 32 NV359-44 NVM4a 44 Notes 1.e WwMNm aal 2. Neils as n 3. ass Note roude 4 WasM9h hto In soaps 8 (S 1) for (Shoe dtaon Mail oaaele 4'. and eat to ad ambboo. net force IN Ws ur M trolPT 15GIB41 L2m. ise�N x w Trues stole reaaVed 1 71 N b bell. clad b TABLE 3: NV458 - 14G Double NVTH Strap: Assembly Product Coda 140 Strop Product Code I Dimension H (Inches) Total No. of Fast"" In 2 Straps 10d x 3' Total of Fast In Se 10d x NV45s-12 NV11116 12 6 9 HV4W-14 NVIRI8 14 10 a W458-16 NVM20 to 12 e NV458-20 NVN124 20 14 8 NV4W-22 NVTHM 22 18 8 NV456-24 NVIN28 24 NW58-20 NVI430 26 NV45a-32 NVM38 32 NV4611 4" NVM46 44 Holm Diane" r NV3se Fiscou REVOW eleengliiftwisenalift Iri' NV488 �1W "11,954 1m, W Holes D4 Lsti'NV356 tirmie3e vim N. TOUT. PE (CM) n. UG. / I N147 51ae.3�9 15128 1ANT6RH CHI )AN HOU&M. T% 77068 with 3 ply 18G seat 1. tors Allowable Loads ([be) I. uplift L1 I t2 2245 2781 1D7B 25t5 3/31 23]a xe06 x7e 25e7 30116 1 3827 1 2857 3W7 1 MIS 1 3117 ]stall NV358 and NV458 emcucr aevlsn Tie Ban. an lamretl sllh filled Masonry. 561 a) 7 N u- V u e Induetrle., taa. fOa3-,iQTA EON 29 5 ..-'•-Idakeh: Fladtltl'J30 Phelan,(305) 694-M For: (3W) 694-0 NV85B ! NV458 WITH DOIIHB NVTR SM DEG /: NU-5 sheet: 9 of 4 Data: 4 ta, to et Hwviviane: July S. woo t ''`+ '�'1'. PmpmTnearrgnrw�`�s� TABLE 4 to �tottm abed •�L2 Truss Anchors NVTH and Riveted Truss Anchors with Seat NVTHS OdAmmm H Length Product G� Gauge o. 0 en in op Maxirnurn ANowdMe Load a y (ink Cc& strop 10d x�5• Uplift L1 L2 y ice r 12 NVM-16 NVTHS 212 18 14 a 1032 560 525 6 1222 671 630 R4N. Paoli 1CN. EMB. to W= 14 NV114-18 NVTHS 214 18 14 7 1275 783 735 NVTHS NVtH C+onvaie%110 Boom or off•fW 16 UM-20 NVFHS 216 18 14 8 1329 783 735 TABLE 5 18 NViM-22 NMS 218 18 14 9 1383 783 735 HURRICANE CUPS 10 1437 783 735 Product Description iPtiOf1 Gauge Fasiorr n 10d ROWW x IF ddat ! ugm to Lx NV WR FWRRiCW CUP — RIGHT 18 8 6 80 253 333 K%m HLOWAK CUP — LEFT 18 6 a Ig 233 333 20 NVTH-24 NVINS 220 18 14 11 1480 783 735 22 NVtH-26 NVTHS 222 18 14 12 1544 783 735 For gift. use two ciIps. one on each 24 NVTH--28 WINS 224 18 14 13 1698 I 783 730 side to comply with section 2321.7 of the FBC 26 NViH-30 NV7HS 228 18 14 32 NV114-38 WTHS 232 18 14 toter 44 NViHH-48 NVTHS 244 18 14 o A d V 0 • . 11rtt� �e r Hot" Ilia �' o t7C to WW IL Yma, PS (CWQ �4hWWW'�' M88 I1N1'M cum LAWN NVTH. NVTHS HOUB�N. TX TMO t,Z N C L Nu — ue . Imo. M.�. Awas ; mtom=iomm i� war doff I 09 �gqwll ifwove•• ROWMm"Emlift:2 $, hVM / XV= s K= RUMAM CUM m IP. 1hee1;: Date! Ravidom NU-5 3 of 4 Aess. !d. DM ;UV 6, SM TABLE 6 NVSTA—Heavy Duty Anchors with 14G NVTH Straps and 1 ply 20G seat Assembly 14G Strap Olmension Total No. Total No. of Product Product H of Fasteners Fasteners In Allowable Loads (lbs) Code Code (inches) In Strap 20 GA. Seat 10d x IV 10d x IX* uplin a LI a L2 e NVSTA-121 NVTH16 12 5 8 Mae 700 MIS a 8 1428 no 1144 NYSTA-1H NVTHIB 14 7 6 I045 an 1239 NVSTA-15H NVTH20 18 8 5 faA4 887 1335 NVSTA-20H NVTH24 20 e a I 950 1430 NVSTA-22H NVTIMS 22 h • o NMA-24H NVM29 24 • T '- A 1 NVSTA-26H NVM30 M li NVSTA-32H NVITM 32 Mtlaa DM ' NVSTA-44H NVM41 44 NVSTA 12H throght 44H at 4' Nh Ca Fnisanmt 1bt 1$' PN 'E UPLIFT I T.. repxree m belay cats ottom Mad uplM b Top k betlmn TABLE 7 NVHTA—Heavy Duty Anchors with 14G Double NVTH Straps and 1 ply 20G seat Assembly Product Code 14G Strap Product Cade Dimension H Inches (Inches) Total No. of Fasteners In two Straps 10d x Uf Total No. of Fasteners In 20 GA. Sect tad x 1PC Allowable Loads (Iba) e Uplift a UPRft • L1 a NWTA-12H NVMIa 12 to 6 M2 2070 1050 1450 12 a 1694 2335 flat 1631 NVMA-14H NVM18 14 14 6 =5 28gs 1312 11112 NWTA-IW NVTH20 18 16 6 2437 2558 14" to" NWTA-20H NVTH24 20 18 6 2658 31t] 1 1573 Z75 Notes: 1. Naas, we necessary In straps and mat to achieve, desing load& 2. See note 8, sheet 1 for combined leading. 3. Nees through chord, shall not force the tram plate& 4• For general notes, em sheet 1. 5. For higher uplift loode6 concrete shall be 3000 psi. S. Based on min. 25W pal concrete. irl ", NWTA-22H NVTH26 22 NW7A-24H NVM28 24 NWTA-26H NVDIM 26 NWTA-32H NVMW 32 NWTA-4414 NM48 44 s�wwm IYVs,swift ~� (�I� A4haFr IS �I M1a1ra NYHTA I Uroglht 44H Onsoll nLgm=14 �iNIAb P1alY Side V1PIN N. TOIAT, PE (CIVIL) Yls& 4i FL. MG. t 1s"? 20 OA. Seat A'0�°4aN 16128 T21TP6tN CREEK LWE tyLAyly AOU@I014, 17I 77088 N. Nu—Vue industries. tea. 1061-IM ZWL M ff"A Pia raylrad to banarw r ®dash. Floats Mols fo Bottom A,aa Phoee: (am) 014-WVr I ry�d� Pan (ON) Bg -W" g nfasea txnsrw � I O NV"A k NVATA tRAVY DUTY tl CHIMIS "M SEAT as beam UK 2p5 1{ Tap a bottom DWO 0: Sheet: Date: R ".= NU-15 4 of 4 4Pm. la, 1004 July 5, 20M Florida Building Code Online Page 1 of 5 floodaD2p9!, BUS Home Log In UserRegistrabon Hot Topics Busines/cLaQrLl Product Approval Prof essi V na l 4USEa' Ptoli: User Regulation Submit Surcharge Scats a Facts Publications FK Staff BUS Site Map Links Search Product Approval Menu> Prowa or AppbGBon Sear,>Applicaton List> Application Hboorv>Appllrwnona 11 n. W_ :- FL # FL13285-RO Application Type New Code version 2007 Application Status Approved Comments Archived Product Manufacturer USP Structural Connectors, a MiTek Company Address/Phone/Emall 14305 Southcress Drive Suite 200 Burnsville, MN 55306 (952) 898-8602 jmlllns®mll.mm Authorized Signature Technical Representative Addmm/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Jim Collins P.E. jmllins@mll.com Todd Grevlous, PE 14305 Southcross Drive Burnsville, MN 55306 (952) 898-8651 tgrevious@gibraltarl.com Bryan Phelps 14305 Southcross Drive Burnsville, MN 55306 (952) 898-8648 bphelps@gibraltarl.mm Structural Components Wood Connectors Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC PFS Corporation 12/3l/2012 Terrence E. Wolfe P.E Validation Checklist - Hardoi Received FL13285 RO C01 FL Standard AFBPA N.D.S. AISI/COS/NASPEC ASTM D1761 Year 2005 2001 2000 https://www.floridabuilciing.org/pr/pr app_ tl.aspx?pamm=wGEVXQwtDgvRk6bsvZ66... 10/25/2014 Florida Building Code Online Page 2 of 5 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Go to Page = a Method 1 Option C 12/14/2009 05/18/2010 06/11/2010 08/10/2010 02/22/2012 0 0 Page 1/400 FL # j Model, Number or Name Description 13285.1 BRN Bridging BRN812, BRN816, BRN3012, BRN3016, BRN1024, BRN1212, BRN1216, BRN1224, BRN1412, BRN1416, BRN1424, BRN1616,BRN1624 Limits of Use Instal4tion Instructions Approved for use In HVHZ: Yes FL13285 RO 11 FL R2 II ESR-1781.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: Subject to loads and Installation Instructions FL13285 RO AE FL R2 AE ESR-1781.odf outlined In report ESR-1781. Requires supplementary connection to provide minimum of 700# uplift for use in HVHZ. 13285.2 EPCM Post Caps EPCM4416, EPCM4516, EPCM4616, EPCM4716, EPCM4816, EPCM5416, EPCM5516, EPCM6416, EPCM6616, EPCM6816, EPCM8416, EPCM8616, EPCM8816, EPCM44, EPCM46, EPCM48, EPCM64, EPCM66, EPCM68, EPCM75, EPCM77, EPCM84, EPCM86, EPCM88 Limits of use Installation Instructions Approved for use in HVHZ: Yes FL13285 RO II FL R2 II ESR-1781.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: Subject to loads and Installation Instructions FL13285 RO AE FL R2 AE ESR-1781.odf outlined in report ESR-1781. 13285.3 G Bridging G812, G816, G824, G1024, G1212, G1216, G1224, G1416, G3424, G1616, G1624 Limits or Use Installation Instructions Approved for use In HVHZ: Yes FL13285 RO II FL R2 II ESR-1781.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: Subject to loads and Installation Instructions FL13285 RO AE FL R2 AE ESR-1781.odf outlined In report ESR-1781. Requires supplementary connection to provide minimum of 700# uplift for use in HVHZ. 13285.4 HD Face Mount Hanger HD26, HD24-2, HD34, HD44 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13285 RO II FL R2 11 ESR-1781.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 Otherr Subject to loads and installation Instructions FL13285 RO AE FL R2 AE ESR-1781.odf outlined In report ESR-1781. Requires supplementary connection to provide minimum of 700# uplift for use in HVHZ. 13285.5 HD Face Mount Hanger HD28, HD210, HD212, H0214, HD216, HD26-2, HD28-2, HD210-2, HD212-2, HD214-2, HD216-2, HD26-3, HD28-3, HD210-3, HD212-3, HD214-3, HD216.3, HD210-4, HD36, HD38, HD310, HD312, HD314, HD316, HD38-2 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13285 RO II FL R2 II ESR-1781.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: Subject to loads and Installation Instructions FL13285 Rn AE FL R2 AE ESR-1781.odf outlined In report ESR-1781. 13285.6 HD Face Mount Hanger HD310-2, HD312-2, HD46, HD48, HD410, HD412, HD414, HD416, HD418, HD66, HD68, HD610, HD612, HD61, https://www.floridabuil(ling.org/pr/pr_app_dtl.aspx?param--vGEVXQwtDgvRk6bsvZ66... 10/25/2014 Florida Building Code Online Page 3 of 5 HD616, HD86, HD88, 1-0830, HD812, HD814, HD816, HD3770, HD17925, HD17112 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13285 RO 11 FL R2 II ESR-1761.odf Approved for use outside HVHZ: Yes Impact Resistant: N/A Verified By: ICC Evaluation Service, LLC Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to loads and Installation Instructions FL13285 RO AE FL R2 AE ESR-1781.odf outlined in report ESR-1781. 13285.7 HD Face Mount Hanger HD3714, HD27925, H1327112, HD2714, HD32305, HD3212, HD5112, HD51135, HD5210, HD5212, HD5214, HD5216, HD62117, HD71117, HD7100, HD7120, H137140, HD7160, H137180, HD77117, HD83117, HD95117 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13285 RO 11 FL R2 II ESR-1781.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: Subject to loads and Installation Instructions FL13285 RO AE FL R2 AE ESR-1781.Ddf outlined in report ESR-1781. 13285.8 HDO Top Mount Hanger HDO24, H0034, HDO24-2, HDO44, Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL13285 RO II FL R2 11 ESR-1781.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: Subject to loads and Installation Instructions EL13285 RO AE FL R2 AE ESR-1781.odf outlined in report ESR-1781. Requires supplementary connection to provide minimum of 700# uplift for use In HVHZ. 13285.9 HDO Top Mount Hanger HDO26, HDO28, HDO210, HDO212, H13O214, HDO216, HDO36, HDO38, HDO310, HDO312, H13O314, HDO316, HDO26-2, HDO28.2, HDO210-2, HDO212-2, HDO214-2, HDO216-2, HDO46, HDO48, HDO410, HDO412 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13285 RO II FL R2 II ESR-1781.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: Subject to loads and installation Instructions FL13285 RO AE FL R2 AE ESR-1781.Ddf outlined In report ESR-1781. 13285.10 HDO Top Mount Hanger HOO414, HDO416, HDO210-3, HDO212-3, HDO214-3, HDO216-3, HDO66, H13068, HDO610, HDO612, HDO614, HD0616 Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL13285 RO 11 FL R2 11 ESR-1781.pdf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: WA Evaluation Reports Other: Subject to loads and Installation instructions FL13285 RO AE FL R2 AE ESR-1781.odF outlined in report ESR-1781. 13285.11 HHDO Top Mount Hanger HHDO26-2, HHDO28-2, HHDO210-2, HHDO212-2, HHDO214-2, HHDO216-2, HHDO210-3, HHDO212-3, HHDO214-3, HHDO216-3, HHDO46, HHD048, HHDO410, HH13O412, HHDO414, HHDO416, HHD066 Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL13285 RO II FL R2 11 ESR-1781.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: Subject to loads and Installation Instructions FL13285 RO AE FL R2 AE ESR-1781 odf outlined In report ESR-1781. 13285.12 HHDO Top Mount Hanger HHDO68, HHDO610, HH13O612, HHDO614, HHDO616, HHDO312512, HHDO512512, HHDO512516 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13285 RO II FL R2 li ESR-1781.odf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Parry: Design Pressure: N/A Evaluation Reports Other: Subject to loads and Installation instructions FL13285 RO AE FL R2 AE ESR-1781.od outlined in report ESR-1781. https://www.floridabuilding.org/pr/pr_app_ tl.aspx?param=wGEVXQwtDgvRk6bsvZ66... 10/25/2014 Florida Building Code Online Page 4 of 5 X 13285.13 ]A Joist Angle JAI, JA3, ]A5, ]A7 Limits of Use Installs on atructlons Approved for use In HVHZ: Yes FL13285 RO It FL R2 11 ESR-1781 odf Approved for use outside HVHZ: Yes Verified By: ICC Evaluatlon Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to loads and Installation Instructions FL13285 RO AE FL R2 AE ESR-1781.odF outlined In report ESR-1781. Requires supplementary connection to provide minimum of 700# uplift for use In HVHZ. 13285.14 ]A loist Angie JA9 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13285 RO 11 FL R2 Lf ESR-1781.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: Subject to loads and Installation Instructions FL13285 RO AE FL R2 AE ESR-1781.odf outlined in report ESR-1781. 13285.15 IL Joist Hangers 31-24, JL26 Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL13285 RO I1 FL R2 it ESR-1781.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: Subject to loads and Installation Instructions FL13285 RO AE FL R2 AE ESR-1781.odf outlined In report ESR-1781. Requires supplementary connection to provide minimum of 700# uplift for use In HVHZ. 13285.16 It. Joist Hangers 31-28, JL210 Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL13285 RO II FL R2 II ESR-1781.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: Subject to loads and Installation Instructions FL13285 RO AE FL R2 AE ESR-1781.odf outlined In report ESR-1781. 13285.17 JR Joist Hangers JRSSS, JRSS Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL13285 RO 11 FL R2 II ESR-1781.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: Subject to loads and installation Instructions FL13285 RO AE FL R2 AE ESR-1781.odf outlined in report ESR-1781. Requires supplementary connection to provide minimum of 700# uplift for use In HVHZ. 13285.18 ]R joist Hangers JRS, JRSX Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL13285 RO II FL R2 It ESR-1781.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: Subject to loads and installation Instructions FL13285 RO AE FL R2 AE ESR-1781.odf outlined in report ESR-1781. 13285.19 LSSH Ught Slopeable/Skewable LSSH210, LSSH179, LSSH2O, LSSH23, LSSH25, LSSH26, Hangers LSSH3I,LSSH35 Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL13285 RO II FL R2 II ESR-1781.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: Subject to loads and Installation Instructions FL13285 RO AE FL R2 AE ESR-1781.odf outlined In report ESR-1781. 13285.20 LSTA Strap Tle LSTA9 Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL13285 RO II FL R2 If ESR-1781.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: Subject to loads and installation Instructions FL13285 RO AE FL R2 AE ESR-1781.odf https://www.floridabuilding.org/pr/pr_app_dd.aspx?param--wGEVXQwtDgvRk6bsvZ66... 10/25/2014 Florida Building Code Online Page 5 of 5 outlined In report ESR-1781. Requires supplementary connection to provide minimum of 700# uplift for use In HVHZ. Go to Page 0 0 Page 1/ 4 0 0 Back Ncrt cdnlact us :: Iw North Monme 4hreat Tallahassee FL 323N Phone: 850-187-1824 The State 0 F rlda k an WeE0 empbyer. Couvdoht 2007-2013 Sale of nodda.:: PrIvacv Statennem :: Accessibility Statement:: Refunds Statement Under Fbddb taw, email addresses are public ncord5. If yew do not want your e-nnall address released in raspnme to a Wblk-nlcorts recuest, do rwt send electronic mall b this sentry. Instead, contact the mice by phone or by "moral map. It you have any questions, please contact 850.487.INS. *"um, to SeRbn 455.275(1), Fiords StaWbes, aRertive October 1, 2012, licensees lamed under chapter 455, F.S. must provide the Depamnem whh an small address 8 they have one. The smalls provided my be used for ot8clal communication w8h the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the DeamreM with an email address which can be made available ro the public. To deals" I e If you are a licensee under Chapter 455, F.S., please di& h=. PmduR Approval Accepts, ® ® El xcuritvu, nur� NEW https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66... 10/25/2014 ICC-ES Evaluation Report ESR-1781 Issued January 1, 2009 This report is subject to re-examination in two years. www.icc-es.ora 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the Intemational Code Council' DIVISION: 06—WOOD AND PLASTICS Section: 06090—Wood and Plastic Fastenings REPORT HOLDER: UNITED STEEL PRODUCTS COMPANY 14306 SOUTHCROSS DRIVE, SUITE 200 BURNSVILLE, MINNESOTA 66306 (962) 89"772 www.uspeonnectors.com infoCa usoconnectors.com EVALUATION SUBJECT: USP STRUCTURAL CONNECTORS 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2006 International Building Code® (IBC) ■ 2006 International Residential Code® (IRC) ■ Other Codes (see Section 8.0) Property evaluated: Structural 2.0 USES The USP structural connectors described in this report (see Table 1 for a complete listing) are used for connecting wood framing members in accordance with Section 2304.9.3 of the IBC. They may also be used in structures regulated underthe IRC when an engineered design is submitted in accordance with IRC Section R301.1.3. 3.0 DESCRIPTION 3.1 THE Face Mount Hanger: The THE Face Mount Hanger is designed to provide lateral top chord support for 1-joist-to-header applications. The THE Face Mount Hanger is cold -formed from either No. 18 gage, No. 16 gage, or No. 12 gage steel; and is prepunched for 10d common nails into the header, and either 1 Od common or 10d- by-11/2-inch nails into the joist. See Figure 1 and Table 2 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.2 THO Top Mount Hanger: The THO Top Mount Hanger is designed to provide lateral top chord support for 1-joist-to-header applications. The THO Top Mount Hanger is cold -formed from either No. 18 gage, No. 16 gage, or No. 12 gage steel; and is prepunched for either 16d common or 10d common nails into the header, and either 10d common or 10d-by-V/2-inch nails into the joist. See Figure 2 and Table 3 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.3 HD Face Mount Hanger: The HD Face Mount Hanger is designed to support headers, joists and trusses. The HD Face Mount Hanger is cold -formed from No. 14 gage steel; and is prepunched for 16d common nails into the supporting member, and either 10d common or I0d-by-1'/2 inch nails into the supported member. See Figure 3 and Table 4 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.4 HHDO Top Mount Hanger: The HHDO Top Mount Hanger is designed to support headers, joists and trusses. The HHDO Top Mount Hanger is cold -formed from No. 12 gage steel and prepunched for installation with NA20d nails. See Figure 4 and Table 5 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.6 HDO Top Mount Hanger. The HDO Top Mount Hanger is designed to support wood headers over door or window openings. The HDO Top Mount Hanger is cold -formed from No. 12 gage steel; and is prepunched for either 16d common, 10d common, or 10d-by- 1'/,-inch nails. See Figure 5 and Table 6 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.6 The THD Face Mount Hanger: The THD Face Mount Hanger is designed to support LVL. LSL and PSL beams. The THD Face Mount Hanger is cold -formed from either No. 12 gage, No. 14 gage, or No. 16 gage steel; and is prepunched for 16d common nails into the header, and either 10d common or 10d-by-11/2-inch nails into the joist. See Figure 6 and Table 7 for product dimensions, required fastener schedule, allowable loads, and a typical installation detail. 3.7 SKH Skewed 45' Hanger. The SKH Skewed 45' Hanger is designed as a face mount hanger that supports wood joists skewed either right or left at an angle of 45 degrees from perpendicular. The connector is cold -formed from either No. 14 gage or No. 16 gage steel; and is prepunched for either 16d common, 10d common, or 10d- by-1'/, inch nails. See Figure 7 and Table 8 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.8 TMP Rafter -to -Plate Connector: The TMP Rafter -to -Plate Connector is designed to make rafter -to -plate connections in lieu of notching. The connector has a seat that can be field -adjusted to slopes ranging from 1:12 to 6:12 (5 to 27 degrees). The TMP Rafter -to -Plate ICC-FS&o1.non Reports are nol to be.1reed as represerrling aesthetics or any other attributes not,,N tfic lly addressed nor are they to be.1med man endorsement r flhe.sub/ecl ofthe report or mcmm endaflon for hs mse. There u w trarmmy by ICC /iVa1wum Service, bm., express or implied ms to anyfrnding or other matter in this report, or as to arty product emered by the report. Copynght 0 2009 Page 1 of 36 ESR-1781 I Most Widely Accepted and Trusted Page 2 of 36 Connector is cold -fanned from No. 18 gage steel; and is prepunched far 10d common nails into the plate and 10d-by- 11/,-inch nails into the rafter. See Figure 8 and Table 9 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.9 JL and JR Standard Joist Hangers: The JL and JR Standard Joist Hangers are designed as face mount hangers for connecting nominal dimension lumber to headers, beams or girders. The JL hangers are cold -farmed from No. 20 gage steel, and the JR hangers are cold -fanned from No. 18 gage steel. The hangers are prepunchad for 16d common or 10d common nails into the header, and 10d-by- 1V,4nch nails into the joist. See Figure 9 and Table 10 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.10 N and O Bridging: The N series bridging is designed to span between two nominally dimensioned wood joists to provide lateral bridging and bracing meeting the requirements of IBC Section 2308.8.5 and IRC Section R502.7.1. The bridging is cold -formed from No. 20 gage steel or No. 22 gage steel. The O series bridging is designed to span across three joists in an over -and -under configuration to provide lateral bridging and bracing meeting the requirements of IBC Section 2308.8.5 and IRC Section R502.7.1. The O series bridging is cold -formed from No. 22 gage steel. The ends of both the N and O series bridging are prepunched for 8d-by-l'/2-inch nails, and the O series is also partially punched in the middle to allow prongs to be pressed into the middle joist. See Figure 10 and Table 11 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.11 BRN, G, MB1Sand MBG Bridging: The BRN, G, MB16, and MBG series bridging is designed to span between two nominally dimensioned wood joists to provide lateral bridging and bracing meeting the requirements of IBC Section 2308.8.5 and IRC Section R502.7.1. The BRN series is cold -formed from No. 16 gage steel and is prepunched for Bd-by-l'/,-inch nails. The G series is cold - formed from No. 18 gage steel and is prepunched for 8d-by- 1'/,4nch nails. The MB16 and MBG series are cold -formed from No. 22 gage steel. The MB16 series is designed to be installed without the use of nails, and the MBG series is to be installed with 8d-by-11/Z inch nails in a similar manner as the G series. See Figure 11 and Table 12 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.12 MP MuIB-Purpose Framing Angle: The MP Multi -Purpose Framing Angle is designed to provide two-way and three-way lumber connections at various angles and configurations. The MP Multi -Purpose Framing Angle is cold -formed from No. 18 gage steel and prepunched for 8d- by-11/i inch nails. See Figure 12 and Table 13 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.13 MPH Masonry Hanger: The MPH Masonry Hanger is designed as a top flange hanger to support nominally dimensioned wood joists, I -joists or glued -laminated beams on concrete block walls. The hanger is fabricated from No. 12 gage hot -rolled steel plate; and is prepunched for 16d double -headed nails to be embedded into the grouted cells of the masonry wall, and either 10d common nails or 10d-by-1Y; inch nails driven into the joist. The U- shaped saddle is factory -welded to the flange. See Figure 13 and Table 14 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.14 S and WB Wall Bracing: The S and WB series wall bracing is designed as alternatives to the code -prescribed bracing method as noted in IBC Section 2308.9.3(1) and IRC Section R602.10.3(1). The S series bracing is cold -formed from either No. 16 gage or No. 20 gage steel in both a flat profile and a 'T' profile, and is prepunched for 8d common nails. The WB series bracing is cold -formed from No. 16 gage steel, and is prepunched for 8d common nails into each stud and 16d common nails into the top plate and sill plate. See Figure 14 and Table 15 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.16 IRS, PBES and PBS Post Caps: The PB, PBES and PBS Post Caps are designed to provide a post -to -beam connection of nominally dimensioned or rough sawn lumber. The PBES and PBS are required to be used in pairs (one on each side of the connection) at each connection location. See Figure 15 and Table 16 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.16 PCM and EPCM Post Caps: The PCM and EPCM Post Caps are designed to provide a positive connection for post -to -beam applications. The post caps are cold -formed from either No. 12 gage or No. 16 gage steel, and are prepunched for 16d common nails. The PCM is configured for a beam that is continuous over the post, and the EPCM is configured for applications at the end of a beam. See Figure 16 and Table 17 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.17 JA Joist Angle: The JA Joist Angle is designed to support wood joists where stirrup -style hangers cannot be installed, or for reinforcement of 90-degree wood connections. The angles are cold -formed from either No. 14 gage or No. 16 gage steel, and are prepunched for either 16d common or 10d-by-l'/,-inch nails. See Figure 17 and Table 18 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.18 SOt Hold -Down Framing Anchor: The S01 Hold -Down Framing Anchor is designed to anchor wall studs to wood sill plates. The framing anchor is cold - formed from No. 18 gage steel and is prepunched for either 8d common or 8d-by-1'/z inch nails. See Figure 18 and Table 19 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.19 LSTA and MSTA Strap Ties: The LSTA and MSTA Strap Ties are designed as strap ties for various applications to transfer tension loads between wood members. The LSTA series is cold -formed from either No. 18 gage or No. 20 gage steel, and the MSTA series is cold - formed from either No. 16 gage or No. 18 gage steel. LSTA and MSTA Strap Ties are prepunchad for 1 Od common or 10- by-l'/, inch nails. See Figure 19 and Table 20 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.20 LSSH Light Slopeable/Skewable Hanger. The LSSH Light Slopeable/Skewable Hanger is designed to conned rafters to ridge beams in vaulted roof structures. The hanger is field -adjustable to meet a variety of skew and/or slope applications. The hanger may be field -adjusted for any slope angle up to 45 degrees up or down from horizontal, and for skew angles up to 45 degrees left or right from perpendicular. The hanger is cold -formed from either No. 16 gage or No. 18 gage steel, and is prepunched for 16d common, 10d common or 10d-by-1'/,-inch nails. See Figure ESR-1781 I Most Widely Accepted and Trusted Page 3 of 36 20 and Table 21 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.21 Materials: 3.21.1 Steel: The specific types of steel and corrosion protection for each product are described In Table 22 of this report. Minimum steel base -metal thicknesses for the different gages are shown in the following table: GAGE NO. MINIMUM BASE -METAL THICKNESS (inch) 22 0.029 20 0.033 18 0.044 16 0.055 14 0.070 12 0.099 For Sh 1 Inch = 25.4 mm. 3.21.2 Wood: Wood members must be sawn lumber or structural glued laminated timber with a minimum specific gravity of 0.50, or approved structural engineered lumber (structural composite lumber, alternative strand lumber, or prefabricated wood (joists) with a minimum equivalent specific gravity of 0.50, unless otherwise noted in the applicable table within this report. Wood members must have a moisture content not exceeding 19 percent (16 percent for structural engineered lumber), except as noted in Section 4.1. For connectors installed with nails, the thickness of each wood member must be sufficient such that the specified fasteners do not protrude through the opposite side of the member, unless otherwise permitted in the applicable table within this report. Wood members that are structural engineered lumber must be recognized In, and used in accordance with, a current evaluation report. Refer to Section 3.21.4 for issues related to treated wood. 3.21.3 Fasteners: Required fastener types and sizes for use with the USP structural connectors described in this report are specified in this section and Tables 2 through 21. Nails used for connectors described in this report must comply with material requirements, physical properties, tolerances, workmanship, protective coating and finishes, and packaging and package marking requirements specified in ASTM F 1667; and must have lengths, diameters and bending yield strengths as shown in the following table: FASTENER DESIGNATION FASTENER LENGTH (inches) SHANK DIAMETER (Inch) MINIMUM REQUIRED F (IhNln) 8d x 11/2 1.5 0.131 100,000 8d common 2.5 0.131 100,000 10d x 11/2 1.5 0.148 90,000 10d common 3.0 0.148 90,000 16d common 3.5 0.162 90,000 16d double- headed 3.01 0.162 90,000 NA20d 2.5 0.192 80,000 For 81: 1 Inch = 25.4 mm, 1 psi 3 6.89 kPa. ' Indicates the length of the shank, not Including the length between the two heads. 3.21 A Use In Treated Wood: Connectors and fasteners used in contact with preservative -treated or fire -retardant -treated wood must comply with IBC Section 2304.9.5 or IRC Section R319.3. The lumber treater or the report holder (United Steel Products Company), or both, should be contacted for recommendations on the appropriate level of corrosion resistance to specify for the connectors and fasteners as well as the connection capacities of the fasteners used with the specific proprietary preservative treated or fire -retardant - treated lumber. 3.21.E Concrete and Masonry Construction: Materials and quality of concrete and masonry construction must comply with the applicable provisions of Chapter 19 and 21 of the I BC. The compressive strength of the concrete and masonry construction must be in accordance with the approved design and applicable provisions of the building code. 4.0 DESIGN AND INSTALLATION 4.1 Design: The allowable load capacities in Tables 2 through 21 are based on allowable stress design. The use of the allowable load values for the products listed in Table 1 of this report must comply with all applicable requirements and conditions specified in this report Tabulated allowable loads are for normal duration and/or short duration, based on load duration factors, Co, in accordance with Section 10.3.2 of the NDS, as Indicated in Tables 2 through 21 of this report No further increases are permitted for load durations other than those specified. Tabulated allowable loads are for connections in wood seasoned to a maximum moisture content of 19 percent (16 percent forengineered wood products) or less, used under continuously dry conditions and where sustained temperatures are limited to 100OF (37.8°C) or less. When connectors are installed in wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where the in-service moisture content is expected to exceed this value, the applicable wet service factor, CM, must be applied. Unless otherwise noted in the tables of this report, the applicable wet service factor, Cm, is as specified in the NDS for lateral loading of dowel -type fasteners. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100OF (37.8°C), the allowable loads in this evaluation report must be adjusted by the temperature factor, Cr, specified in Section 10.3.4 of the NDS. The group action factor, C , has been accounted for, In accordance with Section 10.�3.6 of the NDS, in the tabulated allowable loads, where applicable. Connected wood members must be checked for load -carrying capacity at the connection in accordance with NDS Section 10.1.2. 4.2 Installation: Installation of the connectors must be In accordance with this evaluation report and the manufacturer's published installation instructions. 4.3 Special Inspection: 4.3.1 IBC: Periodic special inspection is required for installation of connectors described in this report that are designated as components of the seismic-foroe-resisting system for structures in Seismic Design Category C, D, E or F in accordance with IBC Section 1707.3 or 1707.4, with the exception of those structures that qualify underthe Exceptions to Section 1704.1. 4.3.2 IRC: Special inspections are not required for connectors used In structures regulated under the IRC. 5.0 CONDITIONS OF USE The USP Structural Connectors described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: ESR4781 I Most Widely Accepted and Trusted Page 4 of 36 6.1 The connectors must be manufactured, idenfified and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the manufacturer's published installation instructions must be available at the jobsite at all times during installation. In the event of a conflict between this report and the manufacturer's published installation instructions, this report governs. 6.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 6.3 Connected wood members and fasteners must comply with Sections 3.21.2 and 3.21.3, respectively. 6A Adjustment factors, noted in Section 4.1 of this report and the applicable codes, must be considered where applicable. 5.5 Use of connectors and fasteners with preservative - treated or fire -retardant- treated lumber must be in accordance with Section 3.21.4. 6.6 The design of the anchorage to, and bearing upon, concrete or masonry construction, inclusive of cast -in - place and post -installed anchors, used to attach the connectors described in this report to concrete or masonry construction, is outside of the scope of this report. 6.7 Connectors identified in Table 1 as being manufactured under a quality control program with third -party inspections are manufactured atthe designated facilities under quality control program with inspections by PFS Corporation (AA-652). 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2006 (corrected March 2007; editorially revised April 2008). 7.0 IDENTIFICATION Each connector described in this report is identified by the product model (stock) number, the number of the ICC-ES index evaluation report for United Steel Products Company ESR-2685 , and by one ormore of the following designations: USP, or United Steel Products Company. Labels on connectors identified in Table 1 as being manufactured under a quality control program with third -party Inspections, also bear the name of the third -party inspection agency (PFS Corporation). 8.0 OTHER CODES In addition to the codes referenced in Section 1.0, the products recognized in this report were evaluated for compliance with the requirements of the following codes: ■ 2003 International Building Code® ■ 2003 International Residential Code® The USP structural connectors described in this report comply with, or are suitable a@ematives to what is specified in, the codes listed above, subject to the provisions of Sections 2.0 through 7.0. ESR4781 I Most Kidely Accepted and Trusted Page 32 of 36 TABLE 1"A JOIST ANGLE ALLOWABLE LOADS 1• r•'' 4' STOCK NO. STEEL OIBE 711 On.) FASTENER SCHFJ)la.E ALLOWABLE LOADS( Fbader Joist F F GAGE W Lcav TV00 QtV T .0 =1.16 .26 -1b .8R495 JA1 16 1 / 1 / 2 10d x i / 2 10d x 1 / 225 255 255 255 345 JAY-- 14 2 / 3 4 16d 4 10d x 1 / 455 525 570 590 535 JA5 14 271 5 6 18 1 6 10d x 1 / 685 7115 855 950 1015JA7 14 2 / 7 8 16d 8 10dx1 / 910 1050 1140 1460 1625 14 2 / 9 10 led 10 10dx1/ 1140 1310 1425 1825 16/5 For SI: 1 inch = 25.4 mm, 1 Ibf = 4.45 N. 'Allowable loads have been adjusted for load duration factors, Co, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. ' See Section 3.21.3 for required fastener dimensions and mechanical properties. 'Allowable loads shown are for Installations in wood members complying with Section 3.21.2. 4 Refer to drawings below for illustrations of each load direction. The "F1"load direction is that which results in lateral loading of all nails. The "F2" load direction is that which results In the wood joist bearing on one leg of the angle, and lateral loading on the header nails. The "F3" load direction is that which results in a withdrawal load on either the joist nails or the header nails. ' Tabulated allowable loads are for a single connector. When using a single angle, the joist must be constrained to provide fixity against rotation. w I 1 JA JAI f3 Typical JA installation FIGURE 17—JA JOIST ANGLE TYPICAL JA I IN5TALLATION Florida Building Code Online Page 1 of 3 sin KIS Home l In User Reglstrabon Hot Topics Submit Surcharge Stats&FaG Pubiimtons FSC Staff &CIS Site Map Un" Seamh Business y�� Product Approval Professional �i {�, tiSeR: Public User Regulation i crodua Aoorpval Menu > Proi or Aooncabon 5,Mh I Aeohcatmn U,t Application oaten FL # FL16294 — - -- Application Type New Code Version 2010 Application Status Approved Comments Archived Product Manufacturer Nu-Vue Industries Inc. Address/Phone/Emall 1055 E 29th street Hialeah, FL 33013 (305) 694-0397 vtolat@sbcglobal.net Authorized Signature Maria Guardado vtolatesbcgiobal.net Technlcal Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Structural Components Subcategory Wood Connectors Compliance Method Evaluation Report from a Florida Registered Architect or a Umnsed Florlda 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 Jesus Gonzalez, P.E. Validation Checklist - Hardcopy Received Certificate of independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL16294 RO COI Scan0205.odf Standard Yee[ AISI 5100 2007 ASIM D1761-88 2000 NOS 2005 Method 1 Option D https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgsNc735fllbM... 10/25/2014 Florida Building Code Online Page 2 of 3 Date Submitted 04/18/2013 Date Validated 04/2Z/2013 Date Pending FBC Approval 04/28/2013 Date Approved 06/11/2013 Summry of Products FL a Model, Number or Name Description 16294.1 ASS, A87, NVHC 37, Tables 16 and 18 gage angle Clips and 5 way grip clip 17 Limits of Use Inatallatlon Instructions Approved for use in HVHZ: Yes FL16294 RO II scan02O4.gdf 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.odf 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 RO II scanQ204.odf 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 Repots Other: FL16294 RO AE scan0204.odf 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 scan0204.odf Approved for use outside HVHZ: Yes Verified By: Vipin N. Tolat, P.E. PE 12847 Impact Resistant. WA Created by Independent Third Party: Yes Design Pressuro: WA Evaluation Reports Other: FL16294 RO AE scan0204.odf 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 scan02O4.ndf Approved for use outside HVHZ: Yes Verified By: Vipin N. Tolat, P.E. PE 12047 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: FL16294 RO AE scan0204.pd 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 scan0204.odf 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 scanO204.udf Created by Independent Third Party: Yes 16294.6 NVSNP3, NV 358, NV 458, Tables Skewed Nall Plate and 14 Gage double straps. 6,7,8 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL16294 RO II scan0204.odf 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 scanO204 odf 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 Approved for use outside HVHZ: Yes FL16294 RO II scan0204.odf 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.odf Created by Independent Third Party: Yes https://www.floridabiiilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgsNc735fObM... 10/25/2014 Florida Building Code Online Page 3 of 3 16294.8 NV'A, AS, NVIH, NViHS, 14 Gage Truss anchors wood to concrete Tables i and 5 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL16294 RO It scanD204.odf 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.odf Created by Independent Third Parry: Yes 16294.9 NVTH] and IKE, Tables 18 and 19 12 Gage Truss and Hip & lack Hangers and 20 gage Stud Plate ties. Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL16294 RO ii scan02O4.odF Approved for use outside HVHZ: Yes Verified By: Vipin N. Tolat, P.E. PE 12847 Impact Resistant: N/A Created by Independent Third Parry: Yes Design Pressure: N/A Evaluation Reports Other: FL16294 RO AE scan0204.odf Created by Independent Third Party: Yes 16294.10 NVTP, NVTPH, NVHC Tables 14 and 20 gage Top Plate anchors and 18 gage Hurricane Clips 15 Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL16294 RO tI scan0204,gdf 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.odf Created by Independent Third Party: Yes Baca nest ar.Tagnaa•_:ht�'GLiISRT:•ii:1.:.^.iarllFl�]�Yk[. ]�d�&Y'LlS6PY are public remNs. If you & not want your e-mail address released in response to a W Gk-remNs request, do not rommunlOess wtbn wltll the Ikens e, However mull addresses are public record. n you do not wish to m an eall addrhich can be made available to the public. To determine If you am a Ika nam undo Chapter 455, F.S., please dick nere . Product Approval Accepts: re A E https://www.floridabuilding.org/pr/pr_app_dfl.aspx?param=wGEVXQwtDgsNc735i0bM... 10/25/2014 LAT, /� V1PIN N. W enp P.E. // 15123 Lantern CreeeLane, Houston, TX, 77068-3831 TEL: 281444-9183 Fax: 281444-9184 Email: vtolat®sbeglobaLnet Page 1 ENGINEER'S EVALUATION REPORT # NU0413 CATEGORY: Structural Components SUB CATEGORY: Metal Connectors REPORT HOLDER: NuVue Industries Inc; 1055 E. 29's Street, Hialeah, FL. 33013 www.nu-vueindustries.com nuvueaa bellsouth.net Phone:305-694-0397 Fax: 305-694-0398 1.0 EVALUATION SCOPE: Compliance with 2010 Florida Building Code- Building and Residential 2.0 PRODUCT DESCRIPTION: Refer to tables 1 through 21 of this report for Product name, size, size and number of fasteners, fastening details shown in the diagrams and the allowable loads. 3.0 STRUCTURAL SPECIFICATIONS: 1. Steel shall conform to ASTM A653, SS grade 33, min. yield 33 ksi, min. tensile strength 45 ksi and min. galvanized coating of G 60 per A§TM A653. 2. Allowable loads and fasteners are based on NDS 2005. 3. Design loads are for S. Pine, specific gravity 0.55. Design loads for other species shall be adjusted per NDS 2005. 4. Allowable uplift loads have been adjusted for load duration factor CD of 1.6. Allowable gravity loads have been adjusted for CD values of 1.0, 1.15 and 1.25 per table 2.3.2 of NDS 2005. Design loads do not include 33% increase for steel and concrete. 5. Concrete in Tie beams shall be min. of 2500 psi. Concrete Masonry, Grout and mortar in concrete masonry shall be min. of 1500 psi. Concrete masonry shall comply with ASTM C90. 6. Combined load of Uplift, Ll and L2 shall satisfy the following equation. Actual Uplift + Actual Ll + Actual L2 <=1.0 Allowable Uplift Allowable Ll Allowable L2 Page 2 4.0 INSTALLATION 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: Test reports submitted by Product testing Inc, (PT) Atec Associates Inc(Atec) and PSI Inc and signed and sealed calculations in conformance with FBC 2010 by Vipin N. Tolat, P.E. • Product Test #/Test lab tested NVTA/NVTAS 02-3938/PT NVTA/NVTAS 024073/PT • NVTA/NVTAS 02-4074/PT NVTA/NVTAS 02-4075/PT NVTA/NVTAS 31.22456.0002/ATEC NVBH 24 02-4096/PT NVUH 26 02-4095/PT NVRT 03-4177/PT NVRT 03-4202/PT i NVRT 03/4270,4271 /PT NVTH/NVTHS O44698/PT NVSNP3 03-4482/PT NV358 03/4543/PT NV458 03-4590/PT NVHCL/R 03-4625/PT NVSTA/NVHTA 044641,4642/PT NVJH24,26,28 034385,86,87/PT NVS0236 03-4349,57,58/PT NVTP4 03-4303,44/PT NVTP4H 03-4345,43/PT NVHC43,43/2 70-02-94-00381 /ATEC AB5 05-5195.95A/PT A137 05-5196,96A/PT • NVHC37 03697.0001/ATEC IKE 1 05-5612/PT IKE2 06-5622/PT NVTHJ26 04-4995/PT &138-96013-01/PSI NVTHJ28 044996/PT& 138-96013-05/PSI Date Tested 8/6/02 11 /6/02 11 /6/02 11 /6/02 7/6/02 12/3/02 1 / 17/03 2/3/03 2/19/03 3/27/03 4/ 15/04 9/15/03 12/ 19/03 12/31 /03 1 /21 /04 3/17&3/22/04 5/30/03 5/ 13,5/ 19,5/20/03 4/21, 5/l/03 5/2, 5/5/03 11 /27/95 2/15/08 2/15/08 11 /27/96 3/20/06 5/l /06 1 /31 /05&2/7/89 1 /3 I /05& 12/2/89 Page 3 6.0 DESIGN: 1 Maximum allowable loads shall not exceed the 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 shall not exceed the capacity of wood members. Capacity of wood members shall be checked by Engineer/Architect of record. 3. Wood members with which the connectors are used must be nominal dimension lumber or approved structural composite lumber. 7.0 CODITIONS OF USE: 1. NuVue Industries metal structural connectors described in this report comply with or are suitable alternative to what is specified in section 1.0 of this report. 2. Design loads must be less than the allowable loads shown in all the tables of this report. 3. The connectors must be manufactured, identified and installed in accordance with this report and the manufacturer's instructions. 4. Products covered by this report are manufactured by NuVue industries Inc in Hialeah, Florida under a quality control program with inspections by NAMI Inc having State of Florida license # QUA 1789. Vipin N. Tolat, P.E. Florida P.E. # 12847 4/15/2013 vnt/nu0413 • �GENS �••• ': No. 12847 w •• • :'�•. STATE OF • w .w. .'� '• 0•0 •:c O R O ?� S/ONA��•• ''��rf111lltt�� Page 4 TABLE 1 Truss Anchors NVTA and Riveted Truss Anchors with Seat NVTAS 14 G Straps, 20 G Seats 1" H Length (in) Product Code t6 NVTA-16 NVTAS 212 18 NVTA-18 NVTAS 214 20 NVTA-20 N VTAS 216 22 NVTA-22 NVTAS 218 24 NVTA-24 NVTAS 220 26 NVTA-26 NVTAS 222 28 NVTA-28 WAS 224 30 NVTA— 30 WAS 226 36 NVTA-36 NVTAS 232 48 NVTA-48 NVTAS 244 1 �N H MIN. 4" EMB. Parallel L1 to wall NVTAS 1" 1" NVTA No. of Fasteners each strap 10d Maximum Allowable Load Ibs Uplift Single Strap Uplift Double Straps L1 Single & Double Straps L2 Single & Double Straps 5 757 1514 250 500 6 805 1610 250 500 7 854 1708 250 500 8 902 *1804 250 500 9 951 *1902 250 500 10 999 *1998 250 500 11 1048 *2096 250 500 12 1096 *2192 250 500 13 1145 *2290 250 500 14 1193 $2290 250 500 *Note: For 8 or more nails per strap, use double truss for double straps. For all Loads Cp=1.6 J 4" EMB. 1" Perpendicular to wall L2 Concrete Tie Beam or Tie Beam formed with concrete filled masonry �N 0 1„ H 2j„ O O 2j" 0 Holes Die. All NVTA, NVTAS No. of Fasteners each strop 10d x 1.5" Maximum Allowable Load Ibs Uplift Single Strap Uplift Double Straps L1 Single & Double Straps L2 Single & Double Straps 5 1032 2236 250 500 6 1127 2254 385 565 7 1136 2272 520 630 8 1144 *2288 520 630 9 1153 $2306 520 630 10 1161 02322 520 630 11 1170 02340 520 630 12 1178 02356 520 630 13 1187 $2374 520 630 Page 5 TABLE 2 NVBH 24 BUTTERFLY HANGER N Ow 00 v Q FASTENER SCHEDULE ALLOWABLE LOADS (Ibs.) DOWNWARD 2 N 0 o LA GRAVITY Wind Q ago 000 LOADS Uplift Load _ -' Co=1.0 C0=1.6 2x4 NVBH24 18 12 6 1113 364 Notes: 1. Values are based on 1 j" header and Joist thickness. 2. Can only be used in Nan—HVHZ. UPLIFT LOAD 2j" TABLE 3 NVUH 26 JOIST HANGER N CAd U W no U � D FASTENER SCHEDULE ALLOWABLE LOADS (Ibs.) �_ DOWNWARD WIND 0 Qmo N x GRAVITY UPLIFT LOADS LOAD i C0=1.0 Cp=1.6 2x6 NVUH26 14 20 10 2233 1213 Notes: 1. Values are based on 3" header thickness and 11" Joist thickness. UPLIFT LOAD DOWNWARD LOAD 5J" Page 6 TABLE 4 NVRT — Flat and Twisted Rafter Ties 1"x14 G NVRT Wood to Wood Length (in) Product Code Gauge 12 NVRT-12 14 16 NVRT-16 14 18 NVRT-18 14 20 NVRT-20 14 22 NVRT-22 14 24 NVRT-24 14 30 NVRT— 30 14 36 NVRT-36 14 48 NVRT-48 14 Notes: 1. Specify "F" for Flat and "T" for Twisted when ordering. 2. Fastener values are based on a minimum T thick wood members. 3. • Indicates no. of nails in each connected wood member. 16d Fasteners Maximum Uplift Load (Ibs) TOTAL Temg;^. Flat Ties Twisted Ties 6 3 s 588 s 588 8 4 725 724 10 5 861 860 12 6 1 998 996 14 7 1135 1132 NVRT Wood to Concrete No. of 16d nails to Wood Framing No. of }" diameter Tapcons to Concrete Maximum Uplift Load (Ibs) 3 3 a 588 4 4 722 5 4 856 6 1 5 1 991 7 5 1125 4. ITW topcons shall be embedded a minimum of 1j" into concrete tiebeam or tiebeam formed with concrete filled masonry. ITW topcons shall have a min. edge distance of 21" and minimum staggered spacing of -" as shown. 5. Use only in Non—HVHZ. 6. For Uplift loads CD=1.6 }• Do not Use circled II II holes 16d 0 1. 0 }"Tapcons o 11- o 0 Z o jr K o 7( O 1�. o a 11S" 11� a NVRT Anchor Holes dia. all I IPI IGT •••• Al L • LENGTH _I r 7 FLAT HALF HALF Connected Connected to truss Il0 WOII • • a I_ LENGTH _I TWISTED concrete Poled musonary or concrete tie beam 0,tooco I; nce Florida Building Code Online Page i of 4 etvvlvv uvAvrnwgr pc _ ALrlpnc_c R _Prafe6 jinni Rey t aft0tt..= ?Wl 1 tt MIS Home LW In User Regist-mon Hot Tapia Submit Surcharge Stots & Facts Publications FaC Staff 3C1S Site Map Links Search Busines / Product Approval Professignall �a,k Regulation Product Aomoval menu > Product or Application Search > Aoollcaban LIST > AVWlotlan aab11 Fl- # FL821-R3 Application Type Revision Code Version 2010 Application Status Approved Comments Archived Product Manufacturer USP Structural Connectors, a MITek Company Address/Phona/Emall 14305 Southcross Drive Suite 200 Burnsville, MN 55306 (952) 898-8602 )collins@mii.com Authorized Signature Technical Representative Address/Phone/Emall Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Evaluation Entity Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 31m Collins P.E. Jcolilnsomii.com Todd Grevicus, PE 14305 Southcross Drive Burnsville, MN 55306 (952) 898-8651 tgrevlous@glbraltarl.com Chad Becker 703 Rogers Drive Montgomery, MN 56069 (507) 364-7333 checker@mli.com Structural Components Wood Connectors Evaluation Report from a Product Evaluation Entity ICC Evaluation Service, LLC PFS Corporation 12/31/2015 Terrence E. Wolfe RE J Validation Checklist - Hardcopy Received Fl-821 R3 COI ICC Indeoendence.cert.odf Standard AF&PA National Design Specification ASTM D1761 ASTM D7147 Year 2005 2000 2005 h4s://www.flori&building.orglprlpr app_4tl.aspx7param=wGEVXQwtDgti7enhn9An9... 10/25/2014 Florida Building Code Online Page 2 of 4 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Go to Page = a Method 1 Option C 02/22/2012 04/25/2012 04/30/2012 06/11/2012 i'J O Page t/50 42 FL # Model, Number or Name Description 821.21 HUS24-3 Slant Nall Joist Hanger Limits of Usa Installation Instructions Approved for use In HVHZ: No FL821 R3 II esr1881.Ddf Approved for use outside HVHZ: No Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Product Deleted. FL821 R3 AE esr1881.Ddf 821.22 i HUS26, HUS26-2 Slant Nall Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL821 R3 11 AE esr1881.Ddf 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. Subject to loads and Installation Instructions FL821 R3 AE AE esr1881.Ddf outlined In report ESR-1881. 821.23 HUS26-3 Slant Nail Joist Hanger Limits of Use Installation Instructions Approved for use In HVHZ: No FL821 R3 II esrl881.odf Approved for use outside HVHZ: No Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Product Deleted. FL821 R3 AE esrl881.Ddf 821.24 HU528, HUS28-2 Slant Nall Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL821 R3 II esr1881.Ddf 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: Subject to loads and Installation Instructions FL821 R3 AE esr1881.Ddf outlined In report ESR-1881. 821.25 HUS28-3 Slant Nall Joist Hanger Limits of Use Installation Instructions Approved for use In HVHZ: No FL821 R3 11 esrl881.Ddf Approved for use outside HVMZ: No Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Parry: Design Pressure: N/A Evaluation Reports Other: Product Deleted. FL821 R3 AE esrl881.Ddf 821.26 HUS410 Slant Nail Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes FL821 R3 11 esr1881.oil Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to loads and installation Instructions FL821 R3 AE esr1881.odf outlined in report ESR-1881. 821.27 HUS412 Slant Nall Joist Hanger Limits of Use Installation Instructions Approved for use In HVMZ: Yes FL821 R3 11 esr1881.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: Subject to loads and installation Instructions FL821 R3 AE esr1881.Ddf outlined In report ESR-1881. 621.28 HUS414 Slant Nall Joist Hanger https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgti7enlm9An9... 10/25/2014 Florida Building Code Online Page 3 of 4 Limits of Use Installation Instructions Approved for use In HVHZ: No Approved for use outside HVHZ: No FL821 R3 II esr1881.odF Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Othen Product Deleted. FL821 R3 AE esr1881.odf 821.29 i HUS44 Slant Nall Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: No FL821 R3 11 esr1881.odf Approved for use outside HVHZ: No Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other. Product Deleted. FL821 R3 AE esr1881.odf 821.30 HUS46 Slant Nall Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL821 R3 II e5r1881.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: Subject to loads and Installation Instructions FL821 R3 AE esrI881.odf outlined In report ESR-1881. 821.31 li HUS48 Slant Nail Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL821 R3 II esrIS81.odf Approved for use outside HVHZr Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to loads and installation Instructions FL821 R3 AE esr188I.ydf outlined In report ESR-1881. 821.32 JUS210 Slant Nail Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL821 R3 II esr1881.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: Subject to loads and Installation instructions outlined in report ESR-1881. FL821 R3 AE esr1881.odf 821.33 i JUS210-2 Slant Nall Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FU21 R3 11 esr1881.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: Subject to loads and Installation instructions FL821 R3 AE esr1881.odf outlined In report ESR-1881. 821.34 JUS210-3 Slant Nall Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL821 R3 It esr1881 odf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Intlependent Third Party: Design Pressure: N/A Evaluation Reports Other: Subject to loads and Installation Instructions F_L821 R3 AF e5r1881 odf outlined in report ESR-1881. 821.35 JUS212-2 Slant Nall Joist Hanger Limits of Use Installation InstruWons Approved for use in HVHZ: No FL821 R3 11 esr1881. odf Approved for use outside HVHZ: No Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Product Deleted. FL821 R3 AE esr1881 odf 821.36 JUS212-3 Slant Nail Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL821 R3 11 esr1881.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: Subject to loads and installation instructions FL821 R3 AE esr1881.odf outlined In report ESR-1881. https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param--vGEVXQwtDgti7enlm9An9... 10/25/2014 Florida Building Code Online Page 4 of 4 821.37 JUS214-2 Slant Nall Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL821 R3 11 esr1B81.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: Product Deleted. FL821 R3 AE esr1881.odf 821.38 JUS214-3 Slant Nail Joist Hanger Limits of Use Inatsllation Instructions Approved for use In HVHZ: No FL821 R3 11 esr1881.Ddf Approved for use outside HVHZ: No Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Repots Other: Product Deleted. FL821 R3 AE esr1881.odf 821.39 JUS24 Slant Nall Joist Hanger Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL821 R3 11 esr1881.Ddf Approved for use outside HVHZ: Yes Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Parry: Design Pressure: N/A Evaluation Reports Other: Subject to loads and Installation Instructions FL821 R3 AE esr1881. Do outlined In report ESR-1881. Requires supplementary connection to provide minimum of 700# uplift for use in HVHZ. 821.40 3US24-2 Slant Nall Joist Hanger Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL821 R3 I1 esri881.Ddf 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: Subject to loads and Installation Instructions FL821 R3 AE esr1881.odf outlined in report ESR-1881. Requires supplementary connection to provide minimum of 700# uplift for use In HVHZ. Go to Page = 40 Back Nezl O 0 Page 2 / 5 0 0 The sum a F1arWa a an AA/EED employer. Cownaht 2007-2013 Stites of nanoa.:: Pnvary Statement :: 4,v+c.i U11i�snornou :: RafuM S3lemenf Under Flarda ew, email addresses are oublk records. If you do not waM your a mall address reeasea In response W a pubik-records reeuest, do not sent de conk mail W M15 entry. Instuad, ondad the ofeae by phone or by tradMoml mall. If you have any auesdom, please woud 950.4e7.1395.'Purswnt W Sedbn 455.275(1), Rama SnWtas, effia vm October 1, 2012, Ikensees Ikem under Chapter 455, F.S. must prowo. the Department with an email adtlrbs r May have cam. The emaiis pronWed may be used for oMoal communication wIM one Ilcamae. tbwever emell addnssas art publk remM. If you on not wish W supply a personal address, plmse provide the Department with an email address which an be made avallade W the publk. To dettrmlm If you are a Iloensee uMar Chapter 455, F.S., please dhk obit. Product Approval m proval Apbt ® 10 1 CreditSAFE https://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgti7enlm9An9... 10/25/2014 Florida Building Code Online Page 2 of 4 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Go to Page Method 1 Option C 02/22/2012 04/25/2012 04/30/2012 06/11/2012 0 0 Page3/50 0 FL ff Model, Number or Name Description 822.41 JUS24-3 Slant Nall Joist Hanger Limits of Use Installation Instructions Approved for use in I4VHZ: No FL821 R3 11 esr1881.odf Approved for use outside HVHZ: No Verified By: ICC Evaluation Service, LLC Impact Resistant: N/A Created by Independent Third Party: Design Pressure: N/A Evaluation Reports Other: Product Deleted. F1.821 R3 AE esr1881.odf 821.42 i JUS26 Slant Nall Joist Hanger Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL821 R3 II esr1881.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: Subject to loads and installation instructions FL821 R3 AE esr1881.odf outlined In report ESR-1881. 821.43 3US26-2 Slant Nall Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL821 R3 II esr1881.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: Subject to loads and installation instructions FL821 R3 AE esr1881.Ddf outlined in report ESR-1881. 821.44 1 3US26-3 Slant Nail Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL821 R3 :i esr1881.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. Subject to loads and Installation instructions FL821 R3 AE esr1881.odf outlined in report ESR-1881. 821.45 13US28 Slant Nail Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL821 R3 II esr1881.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: Subject to loads and Installation Instructions FL821 R3 AE esr1881.odf outlined in report ESR-1881. 821.46 3US28-2, JUS28-3 Slant Nall Joist Hanger Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL821 R3 II esr1881.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. Subject to loads and Installation Instructions FL821 R3 AE esr1881.odf outlined in report ESR-1881. 821.47 JUS36, JUS38, JUS310 Slant Nall Joist Hanger Limits of Use Installation Instructions Approved for use In HVHZ: Yes FL821 R3 it esrl881.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: Subject to loads and installation Instructions FL821 R3 AE esr1881.odf outlined in report ESR-1881. 821.48 13US410 Slant Neil Joist Hanger h4s://www.floridabuilding.org/pr/pr_app_dfl.aspx?pamm--vGEVXQwtDgt17enlm9An9... 10/25/2014 ICC-ES Evaluation Report ESR-1881 Reissued May 1, 2011 This report is up for renewal January 1, 2013. www.icc-es.org j (800) 423.6687 j (662) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 06 OS 23—Wood, Plastic, and Composite Fastenings REPORT HOLDER: UNITED STEEL PRODUCTS COMPANY 14305 SOUTHCROSS DRIVE, SUITE 200 BURNSVILLE, MINNESOTA 66306 (952)898-8772 www.uspconnectors.com i n fo(cD u s o c o n n e cto rs. c o m EVALUATION SUBJECT: USP STRUCTURAL CONNECTORS 1.0 EVALUATION SCOPE Compliance with the following codes: ■ 2009 and 2006 International Building Code® (IBC) ■ 2009 and 2006 Intemational Residential Codee (IRC) Property evaluated: Structural 2.0 USES The USP structural connectors described in this report (see Table 1 for a complete listing) are used for connecting wood framing members in accordance with Section 2304.9.3 of the IBC. They may also be used in structures regulated under the IRC when an engineered design is submitted in accordance with IRC Section R301.1.3. 3.0 DESCRIPTION 3.1 CLPBF Butterfly Hanger: The CLPBF Butterfly Hanger is a face -mount hanger with triangular header flanges having prepunched nail holes for joist -to -header or truss -to -truss connections. The CLPBF Butterfly Hanger is cold -formed from No. 18 gage steel and is prepunched for 10d common nails into the header and tOd-by-1112-inch nails into the joist. See Figure 1 and Table 2 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.2 CMST Coil Strap: The CMST Coil Strap is designed for resisting tension loads for a variety of wood framing applications. The CMST Coil Strap is cold -formed from either No. 12 or No. 14 gage steel in lengths of 40 and 52'/2 feet (12.2 and 16.0 m), respectively. The CMST Coil Strap is prepunched for either 10d common or 16d common nails. See Figure 2 and Table 3 for product dimensions, fastener schedule, allowable loads, and a typical installation detail, 3.3 HCPRS Hurricane/Seismic Anchor: The HCPRS Hurricane/Seismic Anchor is designed to tie trusses and rafters or nominally dimensioned 2-by wall studs to bottom plates for the purpose of resisting uplift, lateral and transverse loads. The HCPRS Hurricane/Seismic Anchor is cold -formed from No. 18 gage steel and is prepunched for 8d common or 8d-by- 1'/cinch nails. See Figure 3 and Table 4 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.4 HUS Slant Nail Joist Hanger: The HUS Slant Nail Joist Hanger is designed to provide double shear nailing for joistttruss-to-beam connections. The HUS Slant Nail Joist Hanger is cold -formed from No. 14 gage or No. 16 gage steel and is prepunched for 16d common nails into both the joist and the header. See Figure 4 and Table 5 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.5 JUS Slant Nail Joist Hanger. The JUS Slant Nail Joist Hanger is designed for face - mount applications to provide double shear nailing for joist/truss-to-beam connections. The JUS Slant Nail Joist Hanger is cold -formed from No. 18 gage steel and is prepunched for either 10d common or 16d common nails into both the joist and the header. See Figure 5 and Table 6 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.6 MP F Multi -Lateral Plate Tie: The MP_F Mufti -Lateral Plate Tie is designed to transfer lateral loads in top plate -to -rim joist applications or for blocking applications. The MP F Multi -Lateral Plate Tie is cold -formed from No. 20 gage steel and Is prepunched for either Bd common or Bd-by-l'/2-inch nails. See Figure 6 and Table 7 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.7 PAU Post Anchor. The PAU Post Anchor is designed to secure wood posts to concrete or masonry members. The PAU Post Anchor is comprised of three components: an anchor base, a stand- off plate, and a washer. The anchor base is cold -formed from No. 10 gage or No. 12 gage steel. The stand-off plate is cold -formed from either No. 12 gage or No. 16 gage steel. The washer is cut from No. 3 gage or No. 10 gage steel. The PAU Post Anchor is fastened to the post with either 16d common nails or '/2-inch-diameter (12.7 mm) ICC-F.:S liwluarion Reports arc It. be rorulrued as orany other wr burea not apee0rally addressed nor. they ro be eonsiruM as an endorsemeno erohe subject ofthe neporl or a recommendation for lm use. There a no warranty by ICC n aluollon 8erelce, LLC, exprus or Implied, M o, any jindong or other maaeNn this Moon,, or. m any product m,ared by the reparr. '4= e„—„_ Copyright O 2011 Page 1 of 14 ESR4881 I Most Widely Accepted and Trusted Page 2 of 14 bolts. The PAU Post Anchor is fastened to the concrete or masonry foundation utilizing s!e-Inch- diameter (15.9 mm) anchor bolts, expansion anchors or threaded rod, which must be designed separately. See Figure 7 and Table 8 for product dimensions, required fastener schedule, allowable loads, and a typical installation detail. 3.8 RSPT Stud Plate Tie: The RSPT Stud Plate Tie is designed to connect wall studs to single- or double -top plates or sill plates. The RSPT Stud Plate Tie Is cold -formed from No. 18 gage or No. 20 gage steel, and prepunched for either 10d common, 10d- by-1'/24nch, 8d common, or 8d-by-1 1/2-inch nails. See Figure 8 and Table 9 for product dimensions, fastener schedule, allowable loads, and typical installation details. 3.9 SPT and SPTH Stud Plate Ties: SPT and SPTH Stud Plate Ties are designed to connect wall studs to single- or double -top plates. SPT and SPTH Stud Plate Ties are cold -formed from No. 20 gage and No. 18 gage steel, respectively, and are prepunched for 10d- by-1 %-Inch nails. See Figure 9 and Table 10 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.10 THOH Face Mount Hanger. The THDH Face Mount Hanger is designed as a hanger for metal -plate -connected wood trusses. The THDH Face Mount Hanger is cold formed from No. 12 gage steel and is prepunched for 16d common nails. See Figure 10 and Table 11 for product dimensions, fastener schedule, allowable loads, and a typical installation detail. 3.11 Materials: 3.11.1 Steel: The specific types of steel and corrosion protection for each product are described in Table 12 of this report. Minimum steel base -metal thicknesses for the different gages are shown in the following table: GAGE NO. MINIMUM BASE -METAL THICKNESS (inch) 20 0.033 18 0.044 16 0.055 14 0.070 12 0.099 10 0.129 3 0.240 For Si: 1 inch a 25.4 mm. 3.11.2 Wood: Wood members must be sawn lumber or structural glued laminated timber with a minimum specific gravity of 0.50, or apprgved structural engineered lumber (structural composite lumber, alternative strand lumber, or prefabricated wood Igoists) with a minimum equivalent specific gravity of 0.50, unless otherwise noted in the applicable table within this report Wood members must have a moisture content not exceeding 19 percent (16 percent for structural engineered lumber), except as noted in Section 4.1. For connectors installed with nails, the thickness of each wood member must be sufficient such that the specified fasteners do not protrude through the opposite side of the member, unless otherwise permitted in the applicable table within this report. Wood members that are structural engineered lumber must be recognized in, and used In accordance with, a current evaluation report. Refer to Section 3.11.4 for issues related to treated wood. 3.11.3 Fasteners: Required fastener types and sizes for use with the USP structural connectors described in this report are specified in this section and Tables 2 through 12. 3.11.3.1 Bolts: At a minimum, bolts must comply with ASTM A 36 or ASTM A 307, and must have a minimum bending yield strength of 45,000 ibf/in2 (310 MPa). Bolt diameters must be as specified in the applicable tables of this report. 3.11.3.2 Nails: Nails used for connectors described in this report must comply with material requirements, physical properties, tolerances, workmanship, protective coating and finishes, and packaging and package marking requirements specified In ASTM F 1667; and must have lengths, diameters and bending yield strengths as shown in Table 12 of this report FASTENER DESIGNATION FASTENER LENGTH (inches) SHANK DIAMETER (inch) MINIMUM REQUIRED Fyb (00n) 8d x 02 1.5 0.131 100,000 8d common 2.5 0.131 100,000 10d x 02 1.5 0.148 90,000 10d common 3.0 0.148 90,000 16d common 3.5 0.162 90,000 '12' dia. bolt Varies 0.500 45,000 64a- dia. bolt Varies 0.625 45,000 For SI:1 inch = 25A mm,1 psi = 6.89 kPa. 3.11.4 Use in Treated Wood: Connectors and fasteners used in contact with preservative -treated or fire -retardant - treated wood must comply with IBC Section 2304.9.6 or IRC Section R319.3. The lumber treater or the report holder (United Steel Products Company), or both, should be contacted for recommendations on the appropriate level of corrosion resistance to specify for the connectors and fasteners as well as the connection capacities of the fasteners used with the specific proprietary preservative - treated or fire -retardant -treated lumber. 3.11.5 Concrete and Masonry Construction: Materials and quality of concrete and masonry construction must comply with the applicable provisions of Chapters 19 and 21 of the IBC. The compressive strength of the concrete and masonry construction must be in accordance with the approved design and with applicable provisions of the building code. 4.0 DESIGN AND INSTALLATION 4.1 Design: The allowable load capacities in Tables 2 through 12 are based on allowable stress design. The use of the allowable load values for the products listed in Table 1 of this report must comply with all applicable requirements and conditions specified in this report Tabulated allowable loads are for normal duration andfor short duration, based on load duration factors, Co, in accordance with Section 10.3.2 of the NDS, as indicated In Tables 2 through 12 of this report. No further increases are permitted for load durations other than those specified. Tabulated allowable loads are for connections in wood seasoned to a maximum moisture content of 19 percent (16 percent for engineered wood products) or less, used under continuously dry conditions and where sustained temperatures are limited to 100°F (37.8°C) or less. When connectors are installed in wood having a moisture content greater than 19 percent (16 percent for engineered wood products), or where the ESR-1881 I Most Widely Accepted and Trusted Page 3 of 14 In-service moisture content is expected to exceed this value, the applicable wet service factor, Ca, must be applied. Unless otherwise noted in the tables of this report, the applicable wet service factor, CM, is as specified in the NDS for lateral loading of dowel -type fasteners. When connectors are installed in wood that will experience sustained exposure to temperatures exceeding 100°F (37.81C), the allowable loads in this evaluation report must be adjusted by the temperature factor, C1, specified In Section 10.3.4 of the NDS. The group action factor, Co, has been accounted for, in accordance with Section 10.3.6 of the NDS, in the tabulated allowable loads, where applicable. For connectors installed with bolts, minimum edge distances and end distances within the wood members must be met, such that the geometry factor, C,, is 1.0, in accordance with NDS Section 11.5.1. Connected wood members must be checked for load -carrying capacity at the connection in accordance with NDS Section 10.1.2. For connectors with anchors intended to transmit loads into concrete or masonry, adequate embedment length and anchorage details, including edge and end distances, must be determined by a registered design professional in accordance with Chapter 19 or 21 of the ISC, as applicable, for design of anchorage to concrete and masonry structural members. Where design load combinations include earthquake loads or effects, the design strength of anchorage to concrete for the PAU Post Anchor (Table 8) must be determined In accordance with Section 1912 of the IBC, except for detached one- and two-family dwellings assigned to Seismic Design Category A, B or C, or located where the mapped short -period spectral response acceleration, Se, is less than 0.4g. 4.2 Installation: Installation of the connectors must be in accordance with this evaluation report and the manufacturer's published installation instructions. Botts must be installed in accordance with NOS Section 11.1.2. 4.3 Special Inspection: 4.3.1 IBC: Periodic special inspection is required for installation of connectors described in this report that are designated as components of the seismio4orce-resisting system for structures in Seismic Design Category C, D, E or F in accordance with IBC Section 1707.3 or 1707.4, with the exception of those structures that qualify under the Exceptions to Section 1704.1. 4.3.2 IRC: Special inspections are not required for connectors used in structures regulated under the IRC. 6.0 CONDITIONS OF USE The USP Structural Connectors described in this report comply with, or are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 6.1 The connectors must be manufactured, identified and installed in accordance with this report and the manufacturer's published installation instructions. A copy of the manufacturer's published installation instructions must be available at the jobsite at all times during installation. In the event of a conflict between this report and the manufacturer's published installation instructions, this report governs. 5.2 Calculations showing compliance with this report must be submitted to the code official. The calculations must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 6.3 Connected wood members and fasteners must comply with Sections 3.11.2 and 3.11.3, respectively. 6.4 Adjustment factors, noted in Section 4.1 of this report and the applicable codes, must be considered where applicable. 6.6 Use of connectors and fasteners with preservative - treated or fire -retardant- treated lumber must be in accordance with Section 3.11.4. 5.6 The design of the anchorage to, and bearing upon, concrete or masonry construction, inclusive of cast -in - place and post -installed anchors, used to attach the connectors described in this report to concrete or masonry construction, is outside of the scope of this report. 6.0 EVIDENCE SUBMITTED Data in accordance with the [CC -ES Acceptance Criteria for Joist Hangers and Similar Devices (AC13), dated October 2010. 7.0 IDENTIFICATION Each connector described in this report is identified by the product model (stock) number, the number of the ICC-ES index evaluation report for United Steel Products Company (E5R-2685), and by one or more of the following designations: USP, or United Steel Products Company. ESR-1881 I Most Widely Accepted and Trusted Page 4 of 14 TABLE 1—CROSS-REFERENCE OF PRODUCT NAMES WITH APPLICABLE REPORT SECTIONS, TABLES AND FIGURES PRODUCT NAME SECTION TABLE NO. FIGURE NO. CLPBF Butterfly Hanger 3.1 2 1 CMST Coil Strap 3.2 3 2 HCPRS Hurricane/Seismic Anchor 3.3 4 3 HUS Slant Nail Joist Hanger 3.4 5 4 JUS Slant Nail Joist Hanger 3.5 6 5 MP_F Mufti -Lateral Plate Tie 3.6 7 6 PAU Post Anchor 3.7 8 7 RSPT Stud Plate Tie 3.8 9 8 SPT and SPTH Stud Plate Ties 3.9 10 9 THDH Face Mount Hanger 3.10 11 10 TABLE 2—CLPBF BUTTERFLY HANGER ALLOWABLE LOADS''2'3'4 JOIST DIMENSIONS FASTENER SCHEDULE ALLOWABL LOADS (lbs) Header Joist Download Uplift STOCK NO. WIDTH STEEL GA. (in.) W H D Qty Type Qty Type co=1.0 coa1.15 coa1.25 cD=1.60 CLPBF 11/2 18 19/18 2'/2 2% 12 10d Common 6 10dx 1'/2 815 815 815 215 For SI:1 inch = 25.4 mm,1 lb. = 4.45 N. 'Allowable toads have been adjusted for load duration factors, Co, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 2See Section 3.11.3 for required fastener dimensions and mechanical properties. 'Allowable loads shown are for Installations In wood members complying with Section 3.11.2. Wood members must also have a reference compression perpendicular to grain design value, FQ„ of 626 psi (4.31 MPa) or greater. 4CLPBF hangers provide torsional resistance up to a maximum joist depth of 3.5 inches (88.9 mm), where torsional resistance is defined as a moment not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist Is 0.125 Inch (3.2 mm). h ' W D CLPBF `7 j TYPICAL CLPBF INSTALLATION FIGURE 1--CLPBF BUTTERFLY HANGER ESR4881 I Most Widely Accepted and Trusted Page 5 of 14 TABLE 3--CMST COIL STRAP ALLOWABLE LOADS'".4 DIMENSIONS RIM JOIST INSTALLATION FASTENER SCHEDULE ALLOWABLE STOCK STEEL CollEndMin. Nall TENSION NO. GAGE (in.) Length Cut Length Length Qty. Type Spacing Ibs feet O.C. rro s 1.6 Installed In weed with a sneclflc aravitw of 0.80 or areatar CMST12 12 3 40 Clear Span + 74" 37" 82 16d Common 13/a- 9320 Clear Span + 168" 84" 96 10d Common 31/2. Clear Span + 332" 166" 7" CMST14 14 3 52'/2 Clear Span + 58" 29" 64 16d Common 13/4• 6630 Clear Span + 130" 65" 74 10d Common 3'/r Clear Span + 256" 128" 7" Installed In wood wan a specuic gravity tram v.4z to v.av Clear Span + 90" 45" 102 16d Common 13/, CMST12 12 3 40 Clear Span + 206" 103" 118 10d Common 3'/? 9320 Clear Span + 410" 205' 7" Clear Span + 72" 36" 80 16d Common 13/4• CMST14 14 3 52% Clear Span + 164" 82" 94 3'/r 6630 Clear Span + 326" 163" 10d Common r, For SI: 1 inch = 25.4 mm. 1 lbf = 4.46 N. 'Allowable loads have been adjusted for a load duration factor, Co, of 1.6. corresponding to a ten-minute load duration (i.e., wind or earthquake loading), In accordance with the NDS. The allowable loads do not apply to loads of other durations. See Sections 4.1 and 4.2 for additional design and Installation requirements. 2See Section 3.11.3 for required fastener dimensions and mechanical properties. 'Allowable loads shown are for installations in wood members complying with Section 3.11.2 except that the CMST coil strap may be attached to wood members having a spedflc gravity from 0.42 to 0.49, as shown. 4The minimum fastener quantity indicated is the minimum number fasteners required at each end of the connection. Products may have additlonal holes not needed to meet the allowable tension toad of the strap. • t. L: i TYPICAL CM5T RIM CM5T J015T IN5TALLA-+10N FIGURE 2--CMST COIL STRAP ESR4881 I Most Widely Accepted and Trusted Page 6 of 14 TABLE 4—HCPRS HURRICANE / SEISMIC ANCHOR ALLOWABLE LOADS''2'3'4'-r'e STOCK NO. STEEL GAGE FASTENER SCHEDULE LOAD DIRECTION ALLOWABLE LOADS Qbs) Co =1.6 Plate Stud Qty. Type Qty Type HCPRS 18 5 8d Common 6 8d Common Uplift 540 171 500 F2 340 5 8dxl'/2 6 8dxl'/2 Uplift 540 F1 500 F2 205 For SI: 1 Inch = 25.4 mm,1 Ibf = 4.45 N. 'Allowable loads have been adjusted for a load duration factor, CD, of 1.6, corresponding to a ten-minute load duration (i.e., wind or earthquake loading), In accordance with the NDS. The allowable loads do not apply to loads of other durations. See Sections 4.1 and 4.2 for additional design and Installation requirements. 2See Section 3.11.3 for required fastener dimensions and mechanical properties. 'Allowable loads shown are for installations in wood members complying with Section 3.11.2. 4The F1 load direction Is for lateral loading within the plane of the wall. The F2 load direction is for lateral loading perpendicular to the plane of the wail. Tabulated allowable loads are for a single connector. HCPRS connectors should be installed in pairs at opposite sides of the stud to reduce eccentricity. 6Nails into pressure -treated bottom / sill plates must have a level of corrosion resistance that is compatible with the preservative treatment. See Section 3.11.4 of this report. 5 1 /4' HCPR,S i 1 11 TYPICAL HCPR5 IN5TALIATION FIGURE 3—CMST COIL STRAP ESR4881 I Most Widely Accepted and Trusted Page 7 of 14 TABLE 5—HUS SLANT NAIL JOIST HANGER ALLOWABLE LOADS'"'4 STOCK NO. STEEL GAGE DIMENSIONS (in.) FASTENER SCHEDULE ALLOWABLE DESIGN LOADS (lbs.) W H D A Header .foist Download Uplift Qty Type Qty Type Co = 1.0 Co m 1.15 Cp = 1.25 CD = 1.6 HUS26 16 15/8 5'/zs 3 2 14 16d Common 6 16d Common 2635 3030 3295 1925 HUS28 16 15/6 73/16 3 2 22 16d Common 8 16d Common 3970 4345 4345 2570 HUS210 16 15/0 93/16 3 2 30 16d Common 10 16d Common 5310 5510 5510 3205 HUS175 16 113/16 53/6 3 2 14 16d Common 6 16d Common 2635 3030 3295 1925 HUS177 16 113/16 7% 3 2 22 16d Common 8 16d Common 3975 4345 4345 2570 HUS179 16 113/76 91/a 3 2 30 16d Common 10 16d Common 6310 5510 5510 3205 HUS24-2 14 31/a 3'/16 2 1 4 16d Common 2 16d Common 8G0 920 1000 495 HUS26-2 14 31/a 51/4 2 1 4 16d Common 4 16d Common 1030 1185 1290 1115 HUS28-2 14 31/a 71/6 2 1 6 16d Common 6 16d Common 1660 1780 1935 1810 HUS210-2 14 31/a 91/6 2 1 8 16d Common 8 16d Common 2065 2375 2580 2210 HUS212-2 14 31/a 111/5 2 1 10 16d Common 10 16d Common 2580 2985 3225 3060 HUS2W2 14 3% 131/6 2 1 12 16d Common 12 16d Common 3095 3560 3870 3060 HUS46 14 35/6 5 2 1 4 16d Common 4 16d Common 1030 1185 1290 1115 HUS48 14 35/8 7 2 1 6 16d Common 6 16d Common 1550 1780 1935 1810 HUS410 14 35/a 87/6 2 1 8 16d Common 8 16d Common 2065 2375 2580 2210 HUS412 14 35/6 10'/6 2 1 10 16d Common 10 16d Common 2580 2965 3225 3060 For Sh 1 inch = 25.4 Trim, 1 lbf = 4A5 N. 'Allowable loads have been adjusted for load duration factors, CD, as shown, In accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and Installation requirements. 2Aloowable loads shown are for installations in wood members complying with Section 3.11.3. Wood members must also have a reference compression perpendlcular to grain design value, Fcz, of 625 psi (4.31 MPa) or greater. See Section 3.11.3 for required fastener dimensions and mechanical properties. 4HUS hangers provide torsional resistance, where torsional resistance is defined as a moment not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist Is 0.125 Inch (3.2 mm). 5.loist nails must be driven horizontally Into the joist at an angle of 30- to 45-degrees from normal, such that they penetrate through the joist, and into the header. - I TYPICAL MU51P INVERTED fLANGE HU5 TYPICAL HU5 IN57AUATION T RU55 I N51 ALLATION FIGURE 4—HUS SLANT NAIL JOIST HANGER ESR4881 I Most (4rdely Accepted and Trusted 8of14 TABLE 6—JUS SLANT NAIL JOIST HANGER ALLOWABLE LOADS'"o DIMENSIONS (in.) FASTENER SCHEDULE ALLOWABLE DESIGN LOADS (Ibs.) STOCK NO. STEEL GAGE W H D A Header Joist Download Uplift Oty Type 01Y Type Ca= 1.0 Cc. 1.15 Co- 1.25 Co =1.8 JUS24 18 19/16 3% 131, 1 4 10d Common 2 1od Common 655 750 820 510 JUS26 18 19/,e 4"/,s 13/4 1 4 tOd Common 4 1Od Common 850 975 1060 1115 JUS28 18 to/,s 61/0 131, 1 6 tOd Common 4 1Od Common 1076 1235 1345 1116 JUS210 18 is/,a 7'/4 04 1 8 10d Common 4 1Od Common 1305 1500 1630 1115 JUS36 18 29/,e e1v 2 1 1 4 led Common 4 16d Common 1015 1170 1220 1355 JUS38 18 2°/,e 63/4 2 1 6 led Common 4 led Common 1290 1485 1615 1355 JUS310 18 29/16 91/e 2 1 8 16d Common 6 16d Common 1800 2070 2250 1980 JUS24-2 16 3% 37/1s 2 1 4 led Common 2 1Sd Common 780 900 966 325 JUS26-2 18 314 51/4 2 1 4 led Common 4 16d Common 1015 1170 1220 1355 JUS28-2 18 3% 7% 2 1 6 t6d Common 4 16d Common 1290 1485 1615 1355 JUS210-2 18 31/, 9% 2 1 8 l6d Common 6 16d Common 1800 2070 2250 1980 JUS214-2 1 18 31/e 13% 2 1 12 led Common 6 led Common 2345 2700 2935 1980 JUS44 16 P. 3'/4 2 1 4 18d Common 2 16d Common 780 900 965 325 JUS46 18 3s/e 5 2 1 4 18d Common 4 led Common 1015 1170 1220 1355 JUS48 18 31/e el, 2 1 6 1Sd Common 4 16d Common 1290 1485 1616 1365 JUS410 18 3% 8710 2 1 8 16d Common 8 16d Common 1800 2070 2250 1980 JUS414 18 3% 12% 2 1 12 16d Common 6 16d Common 2345 2700 2935 1980 JUS26.3 16 46/8 4% 2 1 4 16d Common 4 16d Common 1015 1170 1220 1355 JUS28-3 18 46/9 6% 2 1 6 18d Common 4 16d Common 1290 1485 1616 1365 JUS210-3 1 18 4°/a 83/8 2 1 8 16d Common 8 16d Common 1800 2070 2250 1980 For SI: 1 Inch = 25.4 mm, 1 Ibf = 4.45 N. 'Allowable loads have been adjusted for load duration factors, CO, as shown, in accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and installation requirements. 'Allowable loads shown are for installations in wood members complying with Section 3.11.2. Wood members must also have a reference compression perpendicular to grain design value, Fa, of 625 psi (4.31 MPa) or greater. See Section 3.11.3 for required fastener dimensions and mechanical properties. 4JUS hangers provide torsional resistance, up to a mapmum joist depth of H + 1 inch (H + 25.4 mm) where torsional resistance is defined as a moment not less than 75 pounds (334 N) fimes the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist is 0.125 Inch (3.2 mm). Joist nails must be driven horizontally into the joist at an angle of 30- to 45-degrees from normal, such that they penetrate through the joist, and Into the header. TYPICAL JU5 IN5TALLATION FIGURE 5—JUS SLANT NAIL JOIST HANGER ESR4881 I Most Widely Accepted and Trusted Page 8 of 14 TABL 7—MP_F MULTI -LATERAL PLATE TIE ALLOWABLE LOADS'"'b STOCK NO. STEEL GAGE DIMENSIONS indtes INSTALL. CONFiG. FASTENERS DIR. LOAD ALLOWABLE LOADS (lbs.) HeadeHStud Joistiplaia W L QWT T pe Qy TM C° c 1.0 C° >r 1.15 C° s 1.26 ICD7 Installed In wood with a specific gravity of 0.50 or greater MP4F 20 3 4'/4 Type 1 6 8d x 1'/2 8 8d x 1'/2 V 565 660 705 845 H 565 650 705 845 Type 2 6 8d x 02 6 8d x 1'12 V 565 650 705 1 845 H 565 650 660 660 Type 1 6 8d Common 6 8d Common V 565 650 705 845 H 565 650 1 705 845 Type 2 6 8d Common 6 8d Common V 565 650 1 705 845 H 565 650 660 660 MPBF 20 33/4 4'/4 Type 1 6 8d x 1'/2 6 8d x 1'/2 V 565 605 605 605 H 565 605 605 605 Type 2 6 8d x 1'/2 6 8d x 02 V 565 605 605 605 H 565 605 605 605 Type 1 6 8d Common 8 8d Common V 585 605 605 605 H 565 605 605 605 Type 2 6 8d Common 6 8d Common V 565 605 605 605 H 565 W5 605 1 605 Installed In wood with a specific gravity from 0.42 to 0.49 MP4F 20 3 4'/4 Type 1 6 8d x 11/2 6 ed x 11/2 V 485 560 610 710 H 485 560 610 710 Type 2 6 8d x 1'/2 6 8d x 02 V 485 560 610 710 H 485 555 565 555 Type 1 6 8d Common 6 8d Common V 485 560 610 710 H 485 560 610 710 Type 2 6 8d Common 6 8d Common V 485 555 610 710 H 485 555 555 555 MP6F 20 33/4 4'/4 Type 1 6 8d x 1'/2 6 8d x 1'/2 V 485 510 510 510 H 485 510 510 510 Type 2 6 8d x 1'/2 6 8d x 02 V 485 510 510 510 H 485 610 610 510 Type 1 6 8d Common 6 8d Common V 485 510 510 510 H 485 510 510 510 Type 2 6 8d Common 6 8d Common V 485 510 10 510 H 485 510 6 510 510 For 81:1 Inch = 25.4 mm. 1 ibf = 4.45 N. 'Allowable loads have been adjusted for load duration factors, CD, as shown, In accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 42 for additional design and Installation requirements. 2Aloowable toads shown are for installations in wood members complying with Section 3.11.2. 3See Section 3.11.3 for required fastener dimensions and mechanical properties. 4See Figure 6 for depiction of Installation configurations. 6For direction of load: 'V' Indlcates a vertical (uplift) load; 'H' indicates a horizontal (shear) load within the plane of the MP F plate. 6The MP F may be Installed over wood -based structural sheathing (as shown In Figure 6) having a maximum thickness of 1/2 Inch (12.7 mm) without adversely affecting the tabulated allowable loads TO � I v MP F ; Type 2 ...I 1: , TYN CAL Mr F INSTALLATION FIGURE 6--MP_F MULTI -LATERAL PLATE TIE ESR-1881 I Most Widely Accepted and Trusted Page 10 of 14 8. TABLE 8—PAU POST ANCHOW 134 M STOCK NO. STEEL GAGE Dimensions (in.) FASTENER SCHEDULE ALLOWABLE LOADS ([be) Base Stand- Off Plate Washer Nails Bolts Anchor Bolts Bearing Uplift W H L Nails Bolts My Type Qty Sine Qty SI2e 100% Co =1.6 Co =1.6 PAU44 12 16 10 39/1e 57/18 3 12 16d Common 2 1/2 1 5/8 6775 2535 2265 PAU46 10 12 10 39/1e 6 5 12 16d Common 2 1/2 1 '/B 13815 2535 2265 PAU66 10 12 10 51/2 6 5 12 16d Common 2 112 1 5/8 16005 2380 2265 PAU88 12 12 3 7% 73/18 7'/1e 14 16d Common — — 2 5/8 24900 3185 — PAU88R 1 12 12 3 8'/1e 6'S/1e 7'/Se 1 14 16d Common I — I — 1 2 1 5/8 24900 3185 — For Si:1 Inch = 25.4 mm,1 Ibf = 4.45 N. 'Allowable loads have been adjusted for load duration factors. CD, as shown, In accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 42 for additional design and Installation requirements. 2See Section 3.11.3 for required fastener dimensions and mechanical properties. AAloowable loads shown are for installations In wood members complying with Section 3.11.2. Values apply only to parallelAo-grain loading of wood members. 4Aloowable loads shown do not apply to the anchorage to concrete or masonry. Anchorage to concrete or masonry must be designed by a registered design professional in accordance with Section 4.1 of this report. 'The PAU Post Anchor has no moment or lateral capacity and should not be used In fixed post applications. BAloowable nail loads and bolt loads are not permitted to be added together. tt 2 3/4 PAU TYPICAL PAU INSTALLATION FIGURE 7—PAU POST ANCHOR ESR-1881 I Most Widely Acoepted and Trusted Page 11 of 14 TABLE 9—RSPT STUD PLATE TIE ALLOWABLE LOADS'"r4's'8 STOCK NO. STEEL GAGE DIMENSIONS (in.) FASTENER SCHDULE ALLOWABLE LOADS (lbs) Stud Plate Uplift Lateral F, Lateral F2 W H City Type Qty Type Co a 1.6 Co a 1.6 Co a 1.6 RSPT4 20 1'/2 41/8 4 8d x 1'/2 4 8d x 1'/2 470 230 3W RSPT6 18 1'/2 57/18 4 10d x 1'/2 RE[ 10d x 1'/2 700 — -- RSPT6-2 18 23/4 57/18 8 10d x 1'/2 10d x 1'/2 955 — — For SI: 1 inch = 25.4 mm,1 lbf = 4.45 N. 'Allowable loads have been adjusted for a load duration factor, CD, of 1.6, corresponding to a ten-minute load duration (i.e., wind or earthquake loading), In accordance with the NDS. The allowable loads do not apply to loads of other durations. See Sections 4.1 and 4.2 for additional design and Installation requirements. 2See Section 3.11.3 for required fastener dimensions and mechanical properties. 3A towable toads shown are for Installations in wood members complying with Section 3.11.2. 4The 'Lateral F1' load direction Is for lateral loading within the plane of the wall. The 'Lateral F2' load direction Is for lateral loading perpendicular to the plane of the wall. 'Tabulated allowable loads are for a single connector. RSPT connectors should be Installed In pairs at opposite sides of the stud to reduce eccentricity. BNalls into pressure -treated bottom / sill plates must have a level of corrosion resistance that is compatible with the preservative treatment. See Section 3.11.4 of this report. h n n � - 1 kv R5PT4 RSPTG-2 • R5PTG TYPICAL R5PT 51NGLE TYPICAL R.5PT DOU13LE PLATE INSTALLATION PLATE IN5TALLATION FIGURE 8—RSPT STUD PLATE TIE ESR4881 I Most Widely Accepted and Trusted Page 12 of 14 TABLE 10--SPT AND SPTH STUD PLATE TIE ALLOWABLE LOADS'" STOCK NO. CTAGE DIMENSIONS (In.) FASTENER SCHEDULE ALLOWABLE UPLIFT LOADS W E67/81 Qty Type CD =1.6 SPT4 20 39/16 66 10d x 1'/2 945 SPT6 20 59/16 75/6 6 10d x 1'/2 945 SPT8 20 75/16 8'/2 6 1 Od x 02 945 SPTH4 18 39/16 85/6 12 10d x 1'/2 1730 SPTH6 18 59/16 93/6 12 10d x 02 1730 SPTH8 18 75/16 8'/2 12 10d x 02 1730 SPTHW4 18 4'/,e 83/6 12 10d x 1'/2 1290 SPTHIN6 18 61/16 91/8 12 10d x 1'/2 1290 For SI: 1 Inch = 25.4 mm, 1 Ibf = 4.46 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 additional design and installation requirements. 2See Section 3.11.3 for required fastener dimensions and mechanical properties. 3Aloowable loads shown are for installations In wood members complying with Section 3.11.2. Wood sill plates must also have a reference compression perpendicular to grain design value, Fcz, of 625 psi (4.31 MPa) or greater. e , W 114 ;s�� s�u1uW SPTn 5PrHW TYPICAL 5PT IN5TALLATION t511w, st-rn, s 91-MW SWI Aw FIGURE 9—SPT AND SPTH STUD PLATE TIES ESR4881 I Most Widely Accepted and Trusted Page 13 of 14 TABLE 11 THON FACE MOUNT HANGER ALLOWABLE LOADS"4 TOOK NO. STEEL GAGE DIMENSIONS (in.) FASTENER SCHEDULE ALLOWABLE DESIGN LOADS IN DOUGLAS+1R LARCH (Ibs.) ALLOWABLE DESIGN LOADS IN SPRUCE -PINE -FIR (tbs.) W H 0 Header Joist Download Upin Download Uplift ay Type OLY Type Coa1.0 Coa1.15Coa1.25 Coa1.6 C6a1.0 Coa1.15Coa12A Coa1.6 TKDH26 12 15/8 5'/,e 5 20 16d Common 8 16d Common 3915 4505 4895 2340 3370 3880 4200 1965 TKDH28 12 1e/e 73/1e 5 36 16d Common 12 16d Common 6770 7395 7395 4370 5830 6210 6210 3670 THDH210 12 15/e 98/18 5 46 16d Common 16 16d Common 8725 9580 9600 5400 6835 7385 7750 4535 THDH27926 12 el. 9'/a 4 46 16d Common 12 16d Common 8260 8260 8260 3490 6935 6935 6835 2930 TKDH27112 12 2'/4 10'/e 4 56 16d Common 14 16d Common 9W5 9845 9845 5225 7655 8135 8270 4390 THDH2714 12 23/4 12'/4 4 66 led Common 16 16d Common 9845 9845 9845 6810 8110 8270 8270 5835 THDH26.2 12 3'/16 5'le 4 20 16d Common 8 16d Common 3916 4605 1 4795 2235 3370 3880 4030 1880 THDH28-2 12 371Se 7'18 4 36 16d Common 10 16d Common 6535 7515 8025 2665 5635 8480 6740 2240 THDH210-2 12 e1,e W18 4 46 16d Common 12 16d Common 8260 8260 8260 3490 6935 6935 6935 2930 THDH3210 12 33/S8 931e 4 46 16d Common 12 led Common 8260 8260 8260 3490 6935 6935 6935 2930 THDH3212 12 33/1e 105/8 4 56 16d Common 14 16d Common 8845 9845 9846 5960 8270 8270 8270 5105 THDH46 12 3°1Se 5318 4 20 16d Common 8 16d Common 3915 4505 4895 2605 3370 3860 4216 2190 THDH48 12 3 1a 7'/e 4 36 led Common 10 16d Common 6535 7515 7835 3185 5635 6480 6580 2675 THDH410 12 3°/1e 91/e 4 46 16d Common 12 16d Common 8260 9010 9010 3970 7120 7570 7570 3335 THDH412 12 3°/18 10'12 4 56 16d Common 14 16d Common 9846 9845 9845 5226 8270 8270 8270 4390 THDH414 12 30/1e 13'/18 4 66 16d Common 16 16d Common 9845 9845 9845 6810 8270 8270 8270 5835 THDH26-3 12 5'/e 571,8 4 20 16d Common 8 16d Common 3916 4505 4795 2235 3370 3880 4030 1880 THDH28-3 12 5'le 73l,e 4 36 16d Common 12 16d Common 6770 7785 8025 2686 5830 6705 6740 2240 THDH210-3 12 5'/8 9'/,e 4 46 16d Common 16 16d Common 8725 9855 9855 4565 7520 8275 8275 3836 THDH212 3 12 51/8 113/Se 4 56 16d Common 20 16d Common 9935 9935 9935 5180 8345 8345 8345 4355 THDH214-3 12 5118 133/,e 4 66 16d Common 22 16d Common 11646 11646 11646 5795 9780 9780 9780 4886 THDH610 12 5% 9 4 46 16d Common 16 16d Common 8725 9855 980 4665 7520 8275 8275 3836 THDH612 12 51/2 11 4 56 16d Common 20 16d Common 9936 9936 9935 5180 am 8346 8345 4356 THDH614 12 5'/2 13 4 66 16d Common 22 16d Common 11645 11645 11645 5795 9780 9780 9780 4865 THDH6710 12 6'/e 8'3/,e 4 46 led Common 12 16d Common 8260 8280 8280 3490 6935 6935 6935 2930 THDH6712 12 6718 1013/18 4 56 16d Common 14 16d Common 9845 9845 9845 5225 8270 8270 8270 4390 THDHO714 12 ele 12"118 4 66 led Common 16 16d Common 9845 9845 8845 6810 8270 8270 8270 5835 THDH7210 12 7114 9 4 46 16d Common 12 16d Common 8280 9010 9010 3970 7120 7570 7570 3336 THDH7212 12 71/4 10'12 4 56 16d Common 14 16d Common 9545 9845 9845 5225 8270 8270 8270 4390 TKDH7214 12 71/4 1214 4 68 16d Common 16 18d Common 9845 9845 1 9845 6810 8270 8270 8270 6835 For SI:1 Inch = 25.4 mm,1 IV = 4A5 N. 'Allowable loads have been adjusted for load duration factors, CD, as shown, In accordance with the NDS. The allowable loads do not apply to loads of other durations, and are not permitted to be adjusted for other load durations. See Sections 4.1 and 4.2 for additional design and Installation requirements. 'Allowable loads shown are for installations in wood members complying with Section 3.11.2. 3See Section 3.11.3 for required fastener dimensions and mechanical properties. 4THDH hangers provide torsional resistance, up to a maximum joist depth of H + 1 inch (H + 25.4 mm) where torsional resistance is defined as a moment not less than 75 pounds (334 N) times the depth of the joist at which the lateral movement of the top or bottom of the joist with respect to the vertical position of the joist Is 0.125 inch J3.2 mm). Joist nails must be driven horizontally Into the joist at an angle of 30- to 45-degrees from normal, such that they penetrate through the joist, and Into the header. °Allowable design loads given for Installation with Douglas fir -Larch members are based on an assumed specific gravity of 0.50 for the purpose of fastener design, and an assumed reference compression perpendicular to grain design value, Fcz, of 625 psi (4.31 MPa). 'Allowable design loads given for Installations with Spruce -Pine -Fir members are based on an assumed specific gravity of 0.42 for the purpose of fastener design, and an assumed reference compression perpendicular to grain design value, Fcz, of 425 psi (2.93 Mpa). ESR4881 ( Most Widely Accepted and Trusted Page 14 of 14 'I H W D TYPICAL THDH THDH INSTALLATION FIGURE 10—THDH FACE MOUNT HANGER TABLE 12—STEEL TYPE, STRENGTH AND CORROSION RESISTANCE Product Steel Coating CLPBF Butterfly Hanger ASTM A 653, SS designation, Grade 33 G90' CMST Coil Strap ASTM A 653, SS designation, Grade 50, Class 1 G90' HCPRS Hurdcane/Selsmic Anchor ASTM A 653, SS designation, Grade 33 G901 HUS Slant Nall Joist Hanger ASTM A 653, SS designation, Grade 33 G90', G185' JUS Slant Nall Joist Hanger ASTM A 653, SS designation, Grade 33 G901, G185' MP F Muni -Lateral Plate Tie ASTM A 653, SS designation, Grade 33 G901, G185' PAU Post Anchor Nos. 10,12,16 Ga. Material: ASTM A 653, SS designation, Grade 33 Nos. 3,10 Ga. material: ASMT A 36 G90% G185' Painted RSPT Stud Plate tie ASTM A 653, SS designation, Grade 33 G90', G185' SPT and SPTH Stud Plate Ties ASTM A 653, SS designation, Grade 33 G90', G18W THDH Face Mount Hanger ASTM A 653, SS designation, Grade 33 G90', G185' For Sh 1 Ibf/in2 = 6.89 kPa. 'Corrosion protection Is a zinc coating in accordance with ASTM A 653.