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05-1470-000VSv�G-f�O STRUCTURAL CALCULATION Ad FOR & Mrs. Mr. JOSE ecea BASULTO e e 5841 SW 76TH ST. SOUTH MIAMI, FL. Femarido Gomez -Pina, P.E. Consulting Engineer Coral Gables, Florida 1 ' J /Fy� e � L 5841 SW 76TH ST. SOUTH MIAMI, FL. Femarido Gomez -Pina, P.E. Consulting Engineer Coral Gables, Florida 1 ' J /Fy� FERNANDO_GOMEZ -PINA P.E. Job: AOnIT10M TO J®IDE PZITW 27A5uLTo CONSULTING ENGINEER FL. P.E. No 14710 (CIVIL) Sheet: # Of ® 300 SEVILLA, SUITE 304 CORAL GABLES, FL. 33134 Calculated B TEL: (30 5) 461 -21 88 y. Date FAX (305) 461 -2238 Checked By- Date FGOMEZPINA®EARTHUNK.NET Scale: N,-T; S - -4 -I - - -- a b I I Tku 15l�-S 1 � (II � I - � CSI r ►�.� +G � r � O ; - - - 'T co oRlZ.�l H _� i i i i I j I 44 - dl -� tie_ I -- -- I- �• 2 7. R0 ssBSIT I I - I - - i -- -- - i g1 -_ - • 5 -- -_ TP o u T 1_0o i i I Tr P,. ov"rL.*c -KE.' '\Ir-�V' 0 - -� -fir T _- - - ___ •_. - .. - - r _ _ I LX<10TT'G— �s �o a Archwind 98: ADDITION TO JOSE & RITA BASULTO RESIDENCE 3 2 3131213 2 1 2 2 1 2 3 2 313 2 a Gable I3 a a aT— I:nh CONVIPONENTS AND CLADDING HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) Hip 1 MAX = 24.18 1 MIN =- 41.14 -1a =31,14 2 MAX = 24.18 2 MIN = - 80.04 3 MAX = 24.18 3 MIN = - 80.04 Over Hang Area 1 VALUE = -41.14 Over Hang Area 2 VALUE = - 173.89 —10 = I &b, al Over Hang Area 3 VALUE = - 215.95 Dimension a = 8.80 ft Note, when max absolute value is less than 10 psC use 10 psf or -10 psf as applicable. V L 7�: 3 TYf' TRU5s ES T' Q'r CAR'FOR 69AV ITTz ro 5 X 15 = 1 P l 6( L's, HIP AND GABLE ROOFS - CONSTANTS USED Ref: ASCE 7 -98, Equation 6-17 Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. Roof Angle = 11.76 deg Eave Height = 13.00 ft Area = 25.00 sf Cp VALUES` AREA Cp 1 0.43,-0.86 2 0.43,-1.85 3 0.43,-1.85 Area 1 Over Hang 0.00 Area 2 Over Hang -2.20 Area 3 Over Hang -3.27 Note, overhang pressures combine roof uplift with overhang uplift. Velocity Pressure RooC q = 39.43 psf Exposure Coeff. Root Kz = 0.85 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 0.85 z Archwind 98: ADDITION TO JOSE & RITA BASULTO RESIDENCE 3 2 3 3 2 3 2 1 2 2 1 2 3 2 3 3 2 VALUE = - 242.89 Gable W 3 a a] 1:! ng i1h COMPONENTS AND CLADDING HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) Hip 1 MAX = 26.81 1- MIN = -42.58 —1 2 MAX = 26.81 2 MIN = -89.90 — 10 -a j°1 01 o 3 MAX = 26.81 3 MIN = -89.90 Over Hang Area 1 VALUE = -42.58 Over Hang Area 2 VALUE = - 183.74 = I O s I i 3 • -7 4- Over Hang Area 3 VALUE = - 242.89 Dimension a = 8.80 ft Note, when max absolute value is less than 10 psC use 10 psf or -10 psf as applicable. U 1✓ t-1?:)--14= ?P -4:p X 2ix- '1'1.9'0 = 49.4 I bg Ic�oo,co l�� TYP C-'KAV I T Y= 5 5 X Co = 3 34= 1 0 HIP AND GABLE ROOFS - CONSTANTS USED Ref: ASCE 7 -98, Equation 6 -17 Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. Roof Angle = 11.76 deg Eave Height = 13.00 ft Area = 6.00 sf Cp VALUES AREA Cp 1 0.50,-0.90 2 0.50,-2.10 3 0.50,-2.10 Area 1 Over Hang 0.00 Area 2 Over Hang -2.20 Area 3 Over Hang -3.70 Note, overhang pressures combine roof uplift with overhang uplift. Velocity Pressure Roof, q = 39.43 psf Exposure Coeff. RoK Kz = 0.85 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat = 2 Internal Pressure Coef., GCPi = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 0.85 Archwind 98: ADDITION TO JOSE & RITA BASULTO RESIDENCE 3 2 131312 Roof Angle is between 10 and 30 degrees. 3 2 1 2 2 1 2 3 2 1 MAX = 24.71 3 1 MIN= -41.35 —!O a 31.35 3 2 K2�,2 2 3 Da 1I I 1 \ 2 3 2 3 a ai_ 3 2 2 3 T, -� _ U a eAK Sp 4a� 4a �--� a r ► �� d ®mot_ Gable g Hip h �► f?AV i"f`r .1 ry 21 W I I Sr.V I I S S 00 COMPONENTS AND CLADDING HIP AND GABLE ROOFS - CONSTANTS USED HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Ref: ASCE 7 -98, Equation 6 -17 Structures less than or equal to 60 ft Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. COMPONENT PRESSURES: Roof Angle = 11.76 deg Eave Height = 13.00 ft AREA PRESSURE (psf) Area = 21.00 sf Cp VALUES 1 MAX = 24.71 AREA Cp 1 MIN= -41.35 —!O a 31.35 2 MAX = 24.71 1 0.45,-0.87 2 MIN = -81.62 — 10 s 1 1, (a Z 2 0.45,-1.89 3 MAX = 24.71 3 0.45,-1.89 3 MIN = -81.62 Area 1 Over Hang 0.00 Over Hang Area 1 VALUE = -41.35 Area 2 Over Hang -2.20 Over Hang Area 2 VALUE = - 175.46 -141 r I Co lb Area 3 Over Hang -3.33 Over Hang Area 3 VALUE = - 220.15 Note, overhang pressures combine roof uplift with overhang uplift Dimension a = 8.90 ft Velocity Pressure Root; q = 39.43 psf Note, when max absolute value is less than 10 psf, Exposure Coeff. Roof; Kz = 0.85 use 10 psf or -10 psf as applicable. Wind Speed, V = 146.0 MPH UL Exposure Cat. = C Importance Cat. = 2 �i �� 2 L G �.�-!o '� I Interval Pressure Coef., GCPi = 0.18 �' Go Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 0.85 )("11.62: I 04SO.6 goy li�&b- t6 ` ENTRY FOR BASULTO RESIDENCE Date: 9!28/05 BeamChek 2 1 I Cho 4x 4 DF-L 91 BASE Fb - 1000 ADJ Fb =1SM Conditions n£ Overhang, '91 NDS Date Actual Critical Status Ratio V Adiustnynts Min ueanng Area Kl= V / Irr mz— V.O Irr uL Vvn V. II Beam Span 6.0 ft Reaction 1 433 # Reaction 1 LL 270 # Beam Wt per ft 2.98 # Reaction 2 511 # Reaction 2 LL 270 # Beam Weight 22 # Ma)amum V 458 # Overhang Length 1.5 ft Max Moment 631 '# Max V (Reduced) 415 # Total Beam Length 7.5 ft TL Max Deft L/240 TL Actual Defl L / 381 OH TL Actual Defl L/258 LL Max Defl L / 360 LL Actual Defl L/584 OH LL Actual Defl L/365 Section in' Shear 0 TL Defl in LL Defl OH TL Defl OH LL Defl y.15 12.25 0.19 0.12 -0.14 -0.10 5.05 6.55 0.30 0.20 0.15 0.10 OK OK OK OK OK OK 71% 53% 63% 62% 93% 99% BeamChek has automatic* added the beam selfAveight into the calculations. Loads Uniform TL 146 =A Uniform LL: 90 (Uniform Ld on Point TL Distance F = 49 (OH) 1.5 Uniform Load A Pt loads: r 0 0 RI = 433 R2 = 511 BACKSPAN = 6 FT OH =1.5 FT Uniform and partial uniform loads are Ibs per lineal ft Overhanging toad distances are from R2. Fb Fv E l x mil Fc Base Values 1000 95 1.7 625 Base Adjusted 1500 95 1.7 625 CF Sim Factor 1.500 Cd Duration 1.00 1.00 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatic* added the beam selfAveight into the calculations. Loads Uniform TL 146 =A Uniform LL: 90 (Uniform Ld on Point TL Distance F = 49 (OH) 1.5 Uniform Load A Pt loads: r 0 0 RI = 433 R2 = 511 BACKSPAN = 6 FT OH =1.5 FT Uniform and partial uniform loads are Ibs per lineal ft Overhanging toad distances are from R2. ENTRY FOR BASULTO RESIDENCE Date: 928/05 BeamChek 2 1 Choice 2x 4 DF-L #1 BASE Fb = 1000 ADJ Fb = 1500 Conditions Overhang, '91 NDS Min Bearina Area R1= 0.2 in R2= 0.3 in DL Defl 0.00 in Data Attributes Actual Critical Status Ratio Values Adiustments Beam Span 3.33 ft Reaction 1 114 # Reaction 1 LL 83# Beam Wt per ft 1 28 # Reaction 2 209 # Reaction 2 LL 83# Beam Weight 6 # Mabmum V 159 # Overhang Length 1.5 ft Max Moment 80W Max V (Reduced) 135 # Total Beam Length 4.83 ft TL Max Dell L/240 TL Actual Defl L/>1000 OH TL Actual Dell L/<-1000 LL Max Dell L / 360 LL Actual Defl L/>1000 OH LL Actual Defl L / < -1000 Section in' Shear in2 TL Defl in LL Defl OH TL Defl OH LL Defl 3.06 5.25 0.01 0.02 0.00 -0.02 0.64 2.13 0.17 0.11 0.15 0.10 OK OK OK OK OK OK 21% 41% 9% 14% 1% 22% BeamChek has automatically added the beam self - weight into the calculations. Loads Uniform TL: 81 =A Uniform LL: 50 (Uniform Ld on Backspan Point TL Distance F = 49 (OH) 1.5 Uniform Load A Pt loads: 0 R1 =114 R2 = 209 BACKSPAN = 3.33 FT OH = 1.5 FT Uniform and partial uniform loads are Ibs per lineal ft Overhanging load distances are from R2. Fb Fv E x mil) Fc Base Values 1000 95 1.7 625 Base Adjusted 1500 95 1.7 625 CF Size Factor 1.500 Cd Duration 1.00 1.00 Cr Repetitive Ch Shear Stress Cm Wet Use BeamChek has automatically added the beam self - weight into the calculations. Loads Uniform TL: 81 =A Uniform LL: 50 (Uniform Ld on Backspan Point TL Distance F = 49 (OH) 1.5 Uniform Load A Pt loads: 0 R1 =114 R2 = 209 BACKSPAN = 3.33 FT OH = 1.5 FT Uniform and partial uniform loads are Ibs per lineal ft Overhanging load distances are from R2. Archwind 98: ADDITION TO JOSE & RITA BASULTO RESIDENCE 3 2 131312 3 2 1 2 2 1 2 3 2 3 3 2 a Gable 3 a a] 1:! Eh COMPONENTS AND CLADDING HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) �ijzr;�r I Q—A% Hip HIP AND GABLE ROOFS - CONSTANTS USED 1 MAX = 23.86 1 MIN = - 41.01 -- l 0 2 MAX = 23.86 2 MIN = -79.06 d<v 3 MAX = 23.86 3 MIN = -79.06 Over Hang Area 1 VALUE= -41.01 Over Hang Area 2 VALUE=-172.90 =1 a s I G 2- q Over Hang Area 3 VALUE = - 213.32 Dimension a = 8.80 ft Note, when max—Mlute value is less than 10 psC use 10 psf or -10 psf as applicable. �L 2,5yc2A A455 ($-8 - 1, 5) X '2, a xG ?.or s 2� _�,3�x 2.5jc31,o1 Ref ASCE 7 -98, Equation 6 -17 Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. Roof Angle = 11.76 deg Eave Height = 13.00 R Area = 2,7._50 sf Cp VALUES AREA Cp 1 0.43,-0.86 2 0.43,-1.83 3 0.43,-1.83 Area 1 Over Hang 0.00 Area 2 Over Hang -2.20 Area 3 Over Hang -3.23 Note, overhang pressures combine roof uplift with overhang uplift. Velocity Pressure Root q = 39.43 psf Exposure Coeff. Roof, Kz = 0.85 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.18 yy,, Topographic Factor, Kzt = 1.00 -LGO. 3 (�S Wind Direcuon Factor, Kd = 0.85 7S�•� lbs ov pe, G ! Los M Archwind 98: ADDITION TO JOSE & RITA BASULTO RESIDENCE 3 2 3 3 2 3 2 1 2 2 1 2 3 2 3 3 2 3 a La a 3 2m 2 3 2 �/ 2 a 11 1 2 ��\ 2 aE 3 2/1\ 2 3 Gable g -If Eh COMPONENTS AND CLADDING HIP AND GABLE ROOFS Roof angle is between 10 and 30 degrees. Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) ' � Hip ?, I MAX = 24.51 1 MIN = -41.27 — �ob31,21 2 MAX = 24.51 2 MIN =- 81.03 3 MAX = 24.51 3 MIN = -81.03 Over Hang Area 1 VALUE = -41.27 Over Hang Area 2 VALUE = - 174.87 -16 a Over Hang Area 3 VALUE = - 218.57 Dimension a = 8.80 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. V` 2 -a x IA I <•4- 67 = SZ4, 3 110 HIP AND GABLE ROOFS - CONSTANTS USED Ref ASCE 7 -98, Equation 6 -17 Roof Angle is between 10 and 30 degrees. Structure is less than or equal to 60 ft high. Roof Angle = 11.76 deg Eave Height = 13.00 ft Area = 22. 0 sf Cp VALUES AREA Cp 1 0.44,-0.87 2 0.44, -1.88 3 0.44,-1.88 Area 1 Over Hang 0.00 Area 2 Over Hang -2.20 Area 3 Over Hang -3.31 Note, overhang pressures combine roof uplift with overhang uplift Velocity Pressure Roof, q = 39.43 psf Exposure Coeff. Roof, Kz = 0.85 Wind Speed, V = 146.0 MPH Exposure Cat = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 0.85 t Archwind 98: ADDITION TO JOSE & RITA $ASULTO RESIDENCE - a If Roof Angle is < =10 Deg h = Eave Height otherwise h = Mean Roof Height COMPONENTS AND CLADDING WALLS Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 4 MAX = 43.93 4 MIN = - 48.50 5 MAX = 43.93 5 MIN = -58.36 Dimension a = 8.80 ft Note, when max absolute value is less than 10 pst; use 10 psf or -10 psf as applicable. h a Iv LUt%/ 57 ►uT 52-- `r WALLS - CONSTANTS USED Ref ASCE 7 -98, Equation 6 -17 Walls are less than or equal to 60 ft high. Roof Angle = 22.58 deg Mean Roof Height = 13.00 ft Area - 20.00 sf Cp VALUES AREA Cp 4 0.93,-1.05 5 0.93,-1.30 Velocity Pressure Roof, q = 39.43 psf Exposure Coeff. Root; Kz = 0.85 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef, GCPi = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 0.85 Archwind 98: ADDITION TO JOSE & RITA BASULTO RESIDENCE 5 5 h 4 4 5 5 a I a a� a if Roof Angle is < =10 Deg. h = Eave Height otherwise It = Mean Roof Height COMPONENTS AND CLADDING WALLS Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 4 MAX = 42.14 4 MIN = -46.92 5 MAX = 42.14 5 M1N = - 54.68, Dimension a = 8.80 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. WALLS - CONSTANTS USED Ref: ASCE 7 -98, Equation 6 -17 Walls are less than or equal to 60 ft high. Roof Angle = 11.76 deg Mean Roof Height = 11.00 ft Area = 40.00 sf Cp VALUES AREA Cp 4 0.89,-1.01 5 0.89,-1.21 Velocity Pressure Roof, q = 39.43 psf Exposure Coefi Roof, Kz = 0.85 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 0.85 r Archwind 98: ADDITION TO JOSE & RTTA BASULTO RESIDENCE 5 5 h 4 4 5 5 a � a a� a If Roof Angle is < =10 Deg, h = Eave Height otherwise h = Mean Roof Height COMPONENTS AND CLADDING WALLS Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psi) 4 MAX = 46.35 4 MIN = -50.34 5 MAX = 46.35 11 5 MIN = -62.03 / Dimension a = 8.80 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. WDW 1/2 arV ,&-r H, Ep w b f ®a' WALLS - CONSTANTS USED Ref- ASCE 7 -98, Equation 6-17 Walls are less than or equal to 60 ft high. Roof Angle = 11.76 deg Mean Roof Height = 11.00 ft Area = 10.68 sf Cp VALUES AREA CP 4 1.00,-1.10 5 1.00,-1.39 Velocity Pressure Roof, q = 39.43 psf Exposure Coeff. Root Kz = 0.85 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GM = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 0.85 r Archwind 98: ADDITION TO JOSE & RITA BASULTO RESIDENCE 5 5 h 4 4 5 5 a a a� a If Roof Angle is < =10 Deg. h = Eave Height otherwise h = Mean Roof Height. COMPONENTS AND CLADDING WALLS Structures less than or equal to 60 ft COMPONENT PRESSURES: AREA PRESSURE (psf) 4 MAX = 46.53 \ 4 MIN = -50.47 / 5 MAX = 46.53 5 MIN = -62.30 Dimension a = 8.80 ft Note, when max absolute value is less than 10 psf, use 10 psf or -10 psf as applicable. WALLS - CONSTANTS USED Ref: ASCE 7 -98, Equation 6 -17 Walls are less than or equal to 60 ft high. Roof Angle = 11.76 deg Mean Roof Height = 1!00 ft Area = 4.72 sf Cp VALUES AREA Cp 4 1.00,-1.10 5 1.00,-1.40 Velocity Pressure Root q = 39.43 psf Exposure Coeff. Roof, Kz = 0.85 Wind Speed, V = 146.0 MPH Exposure Cat. = C Importance Cat. = 2 Internal Pressure Coef., GCPi = 0.18 Topographic Factor, Kzt = 1.00 Wind Direction Factor, Kd = 0.85 FERNANDo rzoMEZ-PINA, P.E. J o b: i o ki -ro o-5 iF Sheet: # 5A,:5u (_�o Of CONBULTINE3 EN13INEERS FL. P.E. No 1471 0 (CIVIL) 300 SEVILLA, SUITE 304 CORAL SABLES, FL. 33134 TEL: (305) 461-2188 Calculated By: F1 Date (2.—(2-0,-4 FAX (305) 461-2236 Checked By: Date FGOMEWINACOMECTMMMET.COM Scale: 7 45- 1_46 71 ISO 141 A& 02' I S 00 -� r- r_ _T IV '7& vto ,,'> ;- won 21 _ - - I -- , 1 � l f l l i1 FERNANDO GOMEZ-PINA, P.E. Job: ApD(T7oQ To -4 o:5s: grrA BA.6(ju-ro CONSULTING ENGINEERS FL. P.E. No 1 471 0 (CIVIL) Sheet: # Of 300 SEVILLA, SUITE 304 CORAL GABLES, FL. 33134 Calculated By: Date TEL: (305) 461-21 BB FAX (305) 461-2Z3B Checked By: Date FGOMEZPINAODIRECTMNWRNET.COM Scale: � V I � f I I I ! � l U} ! ' I I I ___!. I , w 4-- 1 #2 59 u 4P A---------- F�l Z- U.0 v so va-1 a 1'— .00 r -T-T— -trP A I I I I I r 71 FERNANDO GOMEZ-PINA, P.E. Job: 4t)DITlo N Tta JordE 4 RJ7t f�;I'A5U LTO- CONSULTING ENGINEERS FL. P.E. No 1 471 0 (CIVIL) Sheet: # Of ® 300 SEVILLA, SUITE 304 CORAL GABLES, FL. 33134 Calculated By: Date [2-(01-0-3 TEL: (305) 461 -21 BB FAX (305) 461 -2238 Checked By: Date FtONEZPINAWIRECNMMRNET.WM Scale: � I W ! 1 ll 1 I ! ' -- I `r� - ---I ------ - - �-- - -�- - F! J hl I `� • I I i ! 1 I � t• �� I I I I 1 I I I ! I I I I I � f I 7 I i I I 1 I CONSULTING ENGINEER FL. P.E. No 1 471 ❑ (CIVIL) 300 SEVILLA, SUITE 304 CORAL GABLES, FL. 33134 TEL: (305) 451-21 BB FAX (305) 461 -2238 FCOMEWINAOEARTHUNK.NET I IlciVI Iv lrJ -7 r ItIIr F°NOULIGJ. Sheet: # Of Calculated By: 'P Date ► 2. 12 -0 3 Checked By: Scale: ,v Date •� �m plc. -.� 1*!� - - -- - ; �`� l ,21 � 2� 5 _�sr�a! �74_� . - - - - -- - -- - . f� v' ; C ` ' � I . e i i ......$ o t.. yl �_� f_..2 g9.4 .... .... - ...._rr 3. cv4 k .... _....�.._..,....r.. 1b K , i � U �•' , . �;� _; Ali � � rh � ►', r; - f N9TICE TO • F Sm-49 W 14KI BUH DING DEPARThIENT OF Ei1�%tiYN�1T 4k& S�.>;CIAI.IIrIS1?Et`.1�0>t 1Jl�ID>;R SECTION - T+ILORMA BDILBINO CODE I (We) have been retied by - LE> to Pew hapecdon services, ' Sectlou6 a6aN op im TWcla Bn➢ldipa od at the project an the helm i listed skucbu= as of (date). I am a registered arclutect or prolmalonal4maimer licensed in the State of PROCMS The follo b t bm rduut{s) amployW by dds firm arms an wed to perf n 2. 3. (tee) will aatify Munni-Dmde cmw DVwW=a of any _ . senftes. - L Ow) mired mat a geebd Tmpect+oc iosp " m in for earth O` iau!s!ti be d't laved is 8 cOi�teQt OR the she ft l IW mL -Daft Cbwdy Buuldh Impactor., All mandakwy hupe dom . as tegdmd by tltlj� Flxa Bunfim Code, mtitdt P by thy. C mmty when the "I k ft=W is bbi d by the aus: the Oonatj► btuRft bmocfiom must be. called for on A mamdawr<y Wl 9.1 pedW=ed by the 4wkd hqmctar hied by the Owner are in adsgdm— to do ma�oory &%wdhwwp i by the art. Fm*tr, Wm oompl GUM VdiNk � each BOUCTM9 Fa:mit I WM summit to ilk Building Inspector at the time the oomned inspecdon log foam and a seated went indicing best of my bmnv2cft% belief and aa+of m' - ju 4 m nd tbose poations of ,the lm�gl�,�,. ; - �iabmc meet the intemt of to Fimida DWIdiq; Code and we in iffffo A ' Dati' �� r��11f141111�R1�•', . 1�50430007U)ir OPflccxFO %Specist 10SPeetor l.AVAOc. • Rev. IO/Orf99 1 I The follo b t bm rduut{s) amployW by dds firm arms an wed to perf n 2. 3. (tee) will aatify Munni-Dmde cmw DVwW=a of any _ . senftes. - L Ow) mired mat a geebd Tmpect+oc iosp " m in for earth O` iau!s!ti be d't laved is 8 cOi�teQt OR the she ft l IW mL -Daft Cbwdy Buuldh Impactor., All mandakwy hupe dom . as tegdmd by tltlj� Flxa Bunfim Code, mtitdt P by thy. C mmty when the "I k ft=W is bbi d by the aus: the Oonatj► btuRft bmocfiom must be. called for on A mamdawr<y Wl 9.1 pedW=ed by the 4wkd hqmctar hied by the Owner are in adsgdm— to do ma�oory &%wdhwwp i by the art. Fm*tr, Wm oompl GUM VdiNk � each BOUCTM9 Fa:mit I WM summit to ilk Building Inspector at the time the oomned inspecdon log foam and a seated went indicing best of my bmnv2cft% belief and aa+of m' - ju 4 m nd tbose poations of ,the lm�gl�,�,. ; - �iabmc meet the intemt of to Fimida DWIdiq; Code and we in iffffo A ' Dati' �� r��11f141111�R1�•', . 1�50430007U)ir OPflccxFO %Specist 10SPeetor l.AVAOc. • Rev. IO/Orf99 1 I S M I A M I-DADE BUILDING CODE COMPLIANCE OFFICE (BCCO) PRODUCT CONTROL DMSION MIAMI -DADE COUNTY, FLORIDA METRO -DADE FLAGLER BUILDING 140 WEST FLAGLER STREET, SUITE 1603 MIAMI, FLORIDA 33130 -1563 (305) 375 -2901 FAX (305) 375 -2908 NOTICE OF ACCEPTANCE (NOA) Nu -Vue Industries, Inc. 1053 -1059 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 by Miami -Dade County Product Control Division and accepted by the Board of Rules and Appeals (BORA) 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 Division (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. BCPRC reserves the right to revoke this acceptance, if it is determined by Miami -Dade county Product Control Division that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the High velocity Hurricane Zone of the Florida Building Code. DESCRIPTION: Wood Connectors NVTP, NVHTA, NVSTA & NVHC. APPROVAL DOCUMENT: Drawing No. NU -1, sheets 1 through 2, titled "Truss Anchors and 5 =Way Clip & Truss and Top Plate Anchors," with no revisions, dated 05/29/00, prepared by Nu -Vue Industries, Inc. signed and sealed by V. N. Tolat, PE, bearing the Miami -Dade County product Control Renewal stamp with the Notice of Acceptance (NOA) number and expiration date by the Miami -Dade County Product Control Division. MISSILE IMPACT RATING: None LABELING: Each unit shall bear 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 i1 is 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 b-, the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shat: 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 lob site at the request of the Building Official This NOA renews NOAH! 00- 0327.03 consists of this page 1 as wcll as approval document mentioned ibo% e TT►e submitted documentation was reviewed by Candido F. Font PE. :y \UA Nir 03- 0224.1t- EOpirminn 1).11c: 11ai 22.200% Appro,t A 1):utc: Anril 1- inh ; &IA MIAMICE MIALtI -DADE COUNTY. FLORIDA _ __ _ —___ __ _— _\sf_TRO -DADE RLAG LER BUILDING BUILDING CODF. C()\IPLIAN(.F ( )FFICF METRO-DADE FLAGLER BUILDING PRODUCT CONTROL NOTICE Or ACCEPTANCE (305) 375-2 01 FAX Nu -Vue Industries, Inc. 1055 East 29 Stl-ect Hialeah FL 33013 CONTRACTOR LICFSSIXG SECTION (.105)375-2527 FAX (305) 375.3553 CONTRACTOR F,\FORCFMENTSECTIO\ (305) 375.2966 FAX ( 305) 375.2903 PRODUCT CONTROL DIVISION Your application for Product Approval of: (305)375.3902 1'AX1305)372.6339 11 "ood Connectols Under Chapter S of the Code of Miami -Dade County governing the use ol' Alternate INiaterials and '1'vpes ut Construction, and completely described herein, has been recommended for acceptance by the Nliami -Dade Countv Building Code Compliance Office (BCCO) under the conditions specified herein. This approval shall not be valid after the expiration date stated below. BCCO reserves the right to secure this product or material at anytime from a jobsite or manufacturers plant for quality control testing. II'this product or material fails to perform in the approved manner, BCCO may revoke, modify, or suspend the use of such product or material immediately. BCCO reserves the right to revoke this approval, i l' it" is determined BCCO that this product or material fails to meet the requirements ofthe South Florid:�PtiildinW_ Code. I -lie expense of'such testing, will be incurred by the manufacturer. Acceptance No.:00- 0327.03 ZI/ Expires:05/23/2003 haul ho(lriguez Chiel'Product Control Division THIS IS THE, COVERSI-IEET, SEE :1wwriO)NAL PAGES FOR SPI.CII.IC :kND GENERAL CONDITIONS BUILDING CODE & PRODUCT REVIEW came irrEE This application for Product Approval has been reviewed by the BCCO and approved by the Bui1(lin', Cole and Product Rcvie,.%' Committee to be used In Dade County, Florida under the conditions set lorth abo" e r ranciscu D11cctor I of.i \ IZ11111 -Dade Comm : \ppruvc(I:Oti /2')/2000 BL1i1(lin�_ (.'u(Ie (.*01l1 71r.(1lCC :u -Vue Industries, Inc. ACCEPTANCE NO: 00-0327.03 APPROVED • JUN 2 9 Ma EXPIRES : 0/22/2003 NOTICE OF ACCEPTANCE: SPECIFIC CONDITIONS rI SCOPE !1'.1 This renews the Notice of Acceptance No. 97- 0107.02, which was issued on 05/22/97. It approves wood connectors; as described in Section 2 of this Notice of Acceptance, designed to comply with the South Florida Building Code (SFBC), 1994 Edition for Miami -Dade County. For the locations where the actual loads as determined by SFBC Chapter 23, do not exceed the design load indicated in the approved drawings. 2. PRODUCT DESCRIPTION 2.1 The Nu -Vue Wood Connectors shall be fabricated and used in strict compliance with the following documents: Drawing No.NU -I, sheets I and 2, titled "Truss and Top Plate Anchors" and "Truss Anchors and 5- Way Clip ", prepared by Nu -Vue Industries, Inc., dated 0529/00 with no revisions. The drawings shall bear the Miami -Dade County Product Control Approval stamp with the Notice of Acceptance number and approval date by the Miami -Dade Product Control Division. These documents shall hereinafter be referred to as the approved drawings. 3. LIMITATIONS 3.1 Allowable loads are for Southern Yellow Pine or better with a specific gravity of 0.55 and moisture content of 19% or less. �.2 Allowable loads are based on testing per ASTM D1761 and calculations per National Design Specifications for Wood Construction 1991 Edition & 1993 Errata. a. INSTALLATION 4.1 The wood connectors shall be installed in strict compliance with the approved drawings. 5. LABELING 5.1 Each wood connector shall bear a permanent label with the manufacturer's name or logo, city, state and the following statement: "Miami -Dade County Product Control Approved ". 6. BUILDING PERMIT 6.1 Application for Building Permit shall be accompanied by copies of the following: 6.1.1 This Notice of Acceptance 6.1.2 Duplicate copies of the approved drawings as identified in Section 2 of this Notice of Acceptance, clearly marked to show the hangers and angles selected for the proposed installation. 6.1.3 Any other document required by the Building Official or the SFBC in order to properly evaluate the installation of these products. Candido Font, PE, Sr. Product Control Exaunincr Product Control Division 2 of 1 Nu -Vtie Industries, Inc. ACCEPTANCE NO.: 110-0327 ITIZO -V-ED- JUN 2 9 2000 EXPIRES 05/22/2003 NOTICE O ACCEPTANCE STANDARD CONDITIONS 1. Renewal of this Acceptance (approval) shall be considered after a renewal application has been filed and the original submitted documentation, including test supporting data, engineering documents, are no older than eight (S) years. 2. Any and all approved products shall be permanently labeled with the manufacturers name, city, state, and the following statement: "Miami -Dade County Product Control Approved ", or as specifically stated in the specific conditions of this Acceptance. 3. Renewals of Acceptance will not be considered if: a) There has been a change in the South Florida Building Code affecting the evaluation of this product and the product is not in compliance with the code changes; b) The product is no longer the same product (identical) as the one originally approved; c) If the Acceptance holder has not complied with all the requirements of this acceptance, including the correct installation of the product; (1) The engineer who originally prepared, signed and sealed the required documentation initially submitted is no longer practicing the engineering profession. ��. Any revision or change in the materials, use, and /or manufacture of the product or process shall automatically be cause for ternination of this Acceptance, unless prior written approval has been requested (through [lie filin!, of a revision application with appropriate fee) and granted by this office. 5. Any of the following shall also be grounds for removal of this Acceptance: a) Unsatisfactory performance of this product or process. b) Misuse of this Acceptance as an endorsement of any product, for sales, advertising; or any other purpose. G. llie Notice of Acceptance number preceded by the words Miami -Dade County, Florida, and followed by the gxpiration date may be displayed in advertising literature. I f any portion of the Notice of Acceptance is displayed. then it shall be done in its entirety. 7. A copy of this Acceptance as well as approved drawings and other documents, where it applies, shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at all time. The engineer need not reseal the copies. S. Failure to comply with any section of this Acceptance shall be cause for termination and removal of Acceptance. 9. This Notice of Acceptance consists of pages I, 2 and this last page 3. Candido Fow, PE, Sr. Product Control L'•\aminer Product Control Division END Of TI I IS ACCEPTANCE 3 01,3 eat Truss Anchor. They are designed to resist lateral and uplift forces. The strap is Deep S • made of 14 gauge steel and the seats of 20 gauge steel. UPLIFT equired to t to bottom Chord. v Product Code Strap Gauge. Dimension H Fastener 10d 3 UpIift as. Fastener 16d3 Uplift Lbs. Fastener 10d x 11 -4 L1 Lbs. 12 Lbs. NVSTA 8 14 8" 5 1221 5 1221 6 1671 1541 NVSTA 10 ;4 1011` 6* 1221 6 1721 6 1671 1541 NVSTA 12 14 12" 7* 1221 7 1221 6 1671 1541 NVSTA 14 14 14" 9* 1221 • 9 1221 6 1671 1541 NVSTA 16 14 16" 9* 1221 9 1221 6 1671 1541 NVSTA 18 14 18" 10* 1221 10 1221 6 1671 1541 NVSTA 20 .14 20" 11* 1221 11 1221 6 1671 1541 NVSTA 22 14 j 22" 12* 1221 12 1 1221 6 1671 1541 1) Minimum embedment into concrete 4 ". 2) * number of fasteners can be reduced W5 without lowering anchor capacity. 3) 3 Total number of fastener in strap. 4) 4 Total number of fastener in seat 5) Nails are necessary in strap and seat to achieve design loads. 6) See Note 1 under Five-%vay Grip clip for combined loading. 7) Nails through chords shall not force the truss plate on the opposite side. Y i ` Holden Double Strap Riveted;:Trugs Anchor.. ihey'are designed of 14 gauge steel plates to resist lateral and uplift forces. The seats are•made of 20 gauge steel. — - - M, - - -r - — - - — - UPLIFT tai -td to It to bott— cl—A Product Code Strap Gauge' Dimension H Fastener l Od 3 Uplift Lbs. Fastener 16d I Uplift Lbs. Fastener 10d x 11 ` Ll Lbs. L2 Lbs. NVHTA 8 14 8" 8 1935 8 2028 6 1617 1943 NVHTA 10 14 10" 10 2133 10 2133 6 1617 1943 NVHTA 12 14 - 12" 12* 2133 12* 2133 6 1617 1,943 NVHTA 14 14 14" 14* 2133 14* 2133 6 1617 1943 NVHTA 16 - 14 16" 18* 2133 18* 2133 6 1617 1943 NVHTA 18 14 18" 20* 2133 20* 2133 6 1617 1943 NVHTA 20 14 20" 22* 2133 22* 2133 6 1,617 1943 NVHTA 22 14 22" 24* 2133 24* 2133 6 1617 1943 1) Minimum embedment into concrete 4 ". 2) * number of fasteners can be reduced to 10 without lowering anchor capacity. 3) 3 Total number of fastener in both straps. 4) 4 Total number of fastener in seat. 5) Nails are necessary in straps and seat to achieve design loads. 6) See Note 1 under Fiveway Grip clip ( sheet 2 ) for combined loading. 7) Nails through chords shall not force the truss plate on the opposite side. ROVED AS COMIPLYING WITH THL TH FLORIDA BUILDING CODE .j4453z)24, 2000 IUUCT CONTROL DIVISIOti ! DING CODE CCOi.1PLWCE OFFICE XPTANCE NO. A �� VIPIN N. TOLAT, P.E. (CIVL) iL. REG. 9 12847 2 00 Nu—Vu e; Industries, Inc. 1053 -1059 East 29 Street Hialeah, Florida 33013 (305) 694 -0397 Fax: (305) 694 -0398 TRUSS AND TOP PLATE ANCHORS DWG #: Sheet: _ Date: Revisions: h0lay 29, NU -1 1 of 2 2,000 In L ' RT RAETER TIE SERIES 14 GAUGE 1 (i"IVERAL NOTEC 11 11CCL SMALL COWU M 10 ASTM AA73 1111IICTI01IAL GRAOE 331 WI A MWIMN GALVAN180 EOATIMG or cm 0 rASfCNCRS ARC COMO1;VPK MAM LMLCSS OTHERVISC MOTCO » ALLOVAILC LPLIrf LOA01 INVC KCM INCRCASCO IT A 1NORf ICBM KWAIIIN rAC1011 or NIX rot Win LOAD COy011ION. ►O rUOTNCR INWASE IS ALLOVCO At ALLOVAILC OOVN L0402 ARC 1101 II;REAfEO Itl sum? WIN /010141101 racto eI ALLOVAILC LOADS ARC IASCI OM 114: M41110AI KZIGN zKCIrrCAT10MS /Q VOOe COISTaIA:11C H11 C0I110M A IV" CMYAIAA,, roo 101rWRM VCLLOV PINE IG• 051 OR /CT1EI7 1 101 ICRrOR,ICo IN ACC0110"a WIN Ast" 01141 TA TRUSS ANCHOR SERIES 14 GAUD[ Product Code Dimension Fastener le able L Pad- 4 @@ 16 246 8" 8 830 219 246 IMF77i Wifi ; F� 346 0 0" 1040 4 422 22" 10 1165 255 345 TA24 2496 1270 ��r'Sir� 345 �r • , _ 10977M 1 (i"IVERAL NOTEC 11 11CCL SMALL COWU M 10 ASTM AA73 1111IICTI01IAL GRAOE 331 WI A MWIMN GALVAN180 EOATIMG or cm 0 rASfCNCRS ARC COMO1;VPK MAM LMLCSS OTHERVISC MOTCO » ALLOVAILC LPLIrf LOA01 INVC KCM INCRCASCO IT A 1NORf ICBM KWAIIIN rAC1011 or NIX rot Win LOAD COy011ION. ►O rUOTNCR INWASE IS ALLOVCO At ALLOVAILC OOVN L0402 ARC 1101 II;REAfEO Itl sum? WIN /010141101 racto eI ALLOVAILC LOADS ARC IASCI OM 114: M41110AI KZIGN zKCIrrCAT10MS /Q VOOe COISTaIA:11C H11 C0I110M A IV" CMYAIAA,, roo 101rWRM VCLLOV PINE IG• 051 OR /CT1EI7 1 101 ICRrOR,ICo IN ACC0110"a WIN Ast" 01141 TA TRUSS ANCHOR SERIES 14 GAUD[ Product Code Dimension Fastener le able L Pad- 4 @@ 16 246 8" 8 830 219 246 215 346 0 0" 1040 4 422 22" 10 1165 255 345 TA24 2496 1270 265 345 rlvlee ,) 1.7 are togas applied parallel to bearing will 2) L2 are loads appllod perpendicular to bearing wal; 3) Minimum embedment of ties 4" 4) Allowable loads foruplik 1.1 and L2 are not to be co,nblr.ed S) Minimum nail penetratlon 1.6" ....trio AS 1 0 11 1 1111 4 env 14 VNrilD 9r91L Poorre-C r1NR 10011 OUeI 1 teas rot F.04 �,o41 se-r mm°°N« ^ tAa4 cut � soda 11__ wRT AND TA SERIES t edln 61111116 Coll WY1•Ic i Oi.tt AM ._ II �T-•0D►. a fO1DW.AL N •non 1oD6'on cwrc4 a1 it NMDOr Of fasteners shall be equally divld4d between rafter and stud n111114 1196 MI x1199 2) Penetration Is assumed to be 1112" Into wood •Q• — t T MDAOC E 9 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDM CONSTRUCTION FOFW 6o0C4)rJ martial Limned Ammons Pte* Method C SOUTH 7 8 9 amd AdMlms tboori9aes AOdMbgSPkm amrrrmsbsloaheadm�►ra�ifbees Aameua mrsaaseaoafadfrs0ielr�edfbmt�ol awawL Wphi�� 7 1 OWNM 8l'-su "To A1AIUImI MID; QGt��$redlarlsssdmodTa�ds� F�SOiRiee ObioTdMsex. , �t�o0e�74pijadlbbompamed6e s�o4mlbleo;ei9ei�og �$P��At�4��p�9 ��1R�1( gi�d�Bdf�b9l�Ile�e�m�Od�il�dTi��11Be�omf�d0a amp�b �P�9��;��P°= �aai ®i�imbdtl 160YA06�6Y��np9�a�m�Ymseia��dee�died le ReoiFeioT�9. t�dei�t�lod�bsem�o��d�b�bmnbdatb� rAMFN .11li�FO�/YD�SQd�iei�0�aidbmes seorrestyfbtm►�If6 om Please PArt CK 1.. 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