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RC-17-1528I t 1 STRUCTURAL DESIGN CALCULATIONS For ALE RESIbENCE 1055 NE 105TH STREET MIAMI SHORES, FLORIDA PREPAREb FOR J. BONFILL & ASSOCIATES, INC. 7100 SW 99' STREET, SUITE 104 MIAMI, FLORIDA 33173 ATTENTION: JACQUELINE BON F; PREPARED BY: MUHAMMAD IRSHAD, EIT, BN Certified Building Inspector -BN 2789 •••• • • • • •••• • ••• ••• •• • ••. •• • • •• • • • • • • • • • •••• .... •• • • • • • • ••• •• •• • • • •• •• • • • •• • • • •• • ••• • •• • • • • • • UCT� -REv1� STR ikgpveo Q'• �,�� ••,p • SF ••/ms's RESPErfUNi2YS eAITTED43Y: UM STATE OR s� NA 1111'. AAMIR A. GHORI, P.E., S.I Florida Registration No. 55538 Certified Special Inspector No. 7013531 TASK LABORATORIES, INC. Consulting Engineers, Material & Soil Testing, Geotechnical Investigations, Inspectors 14241 SW 140th, MIAMI, FLORIDA 33186 CALCULATIONS INDEX SHEET REMODELLING OF ALE RESIDENCE Prepared for J. BONFILL & ASSOCIATES, INC. Load Table P•age 1 •. •• • • • . •• •••• •• • •••• . Steel Beam Design 1:4ge s.thru C? • • • : • • Concrete Slab & Beam Design P•age.7 •thru 1A... ••.• .••• •.•• Block Wall Design .Pegei3 thru•1'3.•. .. .. .. . Wind Loadse•]:4 thru 16• • • . g . , . •• • • • • . •• • ••• . • • 1 TASK LABORATORIES, INC. Consulting Engineers -Soil & Maaterial Testing - Geotechnical Exploratins - QA/QC Inspections - Threshold Building & Roofing Inspections 14241 SW 140 Street, Miami, Florida 33186 Page # j of Job # : Job Name Job Address : Designed By : ALE RESIDENCE 1055 NE 105TH STREET, MIAMI SHORES FL MI Checked By : A.G -DC, ; 25 '• G •4• •• / r • ■-■ ■ 1111■ - ■■ m■■ • • • i •• • Ella iii • • •• • • • I ■�-■■■■■■■ ■ 1111 ■ �■ ■-_■�■■ ■■■ ■� ■■ _•■■ _�-_ ■ ■ ■ ■�1 _1111_ ■ •.■■■-__1111 ■•■■■■■■■■■_ ■N■■■■■■■_ II ■■ ■ : TASK LABORATORIES, INC. Consulting Engineers -Soil & Maaterial Testing - Geotechnical Exploratlns - QA/QC Inspections - Threshold Building & Roofing Inspections 14241 SW 140 Street, Miami, Florida 33186 Page # 2. of Job # : Job Name . Job Address : Designed By : ALE RESIDENCE { 1055 NE 105TH STREET, MIAMI SHORES FL MI Checked By : A.G 4 'T 1111Pliaral ' alEM.Mr11 cul , t il�H.4. nA D� %9 gain WL s iNl'1112111.W EMI III . 1111125/ Ale.;:i. . il iii 1111611 . J K I. ,r�7y� P -7) ill 1111111__iiiIdIIIIIl t 1G� 1111111LIMIN SMIINIFINII iI`- � w�::.a5 . /In ars . r, , r Title Block Line 6 St661?0,60111 Project Title: ALE HOUSE Engineer: Project Descr. Lic. #: KW -06010183 Description : EXISTING W10X21 CODE REFERENCES Licensee • Project ID: Printed:23 MAY 2017,12:41PM • 91e = c:11JsmAqbapOcUME-11ENERCA-1 ale,ec6 C.:111./CA983,20:17,.klyy:q.17.2,28, Vec6,17,2.28 3 Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Strength Design Beam Bracing: Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending • • • • OW 250) UP 30) Fy : Steel Yield : E: Modulus : • 36.0 ksi 29),Q(00 gsi • • • • • • • • • • • • • • • • • • • 0 • • • • • • v • V1/10r19 • • • • t. • • • • • • • 1 • • • • • • •• • • Irr • • • • • • • • • • 1 ! • • • • • • • i. • • . . ApPlielfiLoads Service loads entered. Load Factors will be applied for calculltitns. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.250, Lr = 0.30 k/ft • DESIGN,:$0MMAXIi : Maximum Bending Stress Ratio = 0.310: 1 Section used for this span W10x19 Ma : Applied • 12.023 k -ft Mn / Omega : Allowable 38.802 k -ft Load Combination +D+Lr Location of maximum on span 6.500ft Span # where maximum occurs Span # 1 Maximum Shear Stress Ratio = Section used for this span Va : Applied VniOmega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection 0.069 in Ratio = 2,249 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.132 in Ratio = 1186 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces 84 Stresses for Load Combinations Load Combination Max Stress Ratios Design OK 0.101 : 1 W10x19 3.699 k 36.720 k +0+Lr 0.000 ft Span # 1 Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma Max Mnx MnxiOmega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 13.00 ft 1 0.147 0.048 5.69 +D+Lr Dsgn. L = 13.00 ft 1 0.310 0.101 12.02 +D+0.750Lr Dsgn. L = 13.00 ft 1 0.269 0.087 10.44 +0.60D Dsgn. L = 13.00 ft 1 0.088 0.029 3.41 Overall Maximum Deflections 5.69 64.80 38.80 1.00 1.00 12.02 64.80 38.80 1.00 1.00 10.44 64.80 38.80 1.00 1.00 3.41 64.80 38.80 1.00 1.00 1.75 3.70 3.21 1.05 55.08 55.08 ' 55.08 55.08 36.72 36.72 36.72 36.72 Load Combination Span Max. "-* Defl Location in Span Load Combination Max. "+" Defl Location in Span +D+Lr 1 0.1316 6.537 0.0000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overall MAXimum 3.699. 3.699 Overall MlNimum D Only +1)+Lr +D+0.750Lr 60D Lr Only 1.050 1.050 1.749 1.749 3.699 3.699 3.212 3.212 1.050 1.050 1.950 1.950 0.000 • • • • • • • Project Title: ALE HOUSE Engineer: Project Descr. Project ID: Title Block Line 6 Printed:23 MAY 2017, 1735PM Steel Beam Fle=caUsersltigballDOCUME-1IENERCA-1lalekc6 Lic. # : KW -06010183 Description : EXISTING W10X21 VerticalReactions Load Combination Licensee : Support notation : Far left is #1 Values in KIPS Support 1 Support 2 Support 3 +D+0.750Lr +0.60D Lr Only 3.855 1.260 2.341 2.568 0.839 1.559 •••• • • • • •••• 4 • • • • •• • •••• • • • •• • • • •••• •••• • • • • •••• •••• •• • • • • ' • • •• •• •• • • • • • • • • 1 • • • • • • •• • • ••• • • • • • • • • • • Title Block Line 6 , . . Steel Beam Project Title: ALE HOUSE En9ineer Project Descr Lic. #: KW -06010183 Description : EXISTING W10X21 Con CODE REFERENCES Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Strength Design Beam Bracing: Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending iiren Licensee : Project ID: Printed: 23 MAY 2017, 1235PM - ENERCALO File - t;ILItertticpappreumEld NgftcA-1\ale,ec6 5. 2 Fy : Steel Yield : E: Modulus : • 36.0t) ksi 2C4Ciff0 • • • • • • • • • er • • • • • • • • • • • • • • • • • • - " A • • • • • • • • • • ' • • • • • • Spahl=11708 W10x19 pipe 1-14 . _ Apriliecitckepls • Beam self weight calculated and added to loadirig Loads on all spans... Uniform Load on ALL spans : D = 0.250, Lr = 0.30 kilt DESIGN SUMMARY • • • Spain•10.M08 W1�%19 • • • • • • • I • >\ • • • • • • • • , • • • • . • • • 111 • • TSS Service loads entered. Load Factors will be applied for calculAiens. Maximum Bending Stress Ratio = 0.198: 1 Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios W10x19 7.688 k -ft 38.802 k -ft 4 -DA -Lr 5.632ft Span # 2 Design OK Maximum Shear Stress Ratio = 0.087 :1 Section used for this span Va : Applied Vn/Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs 0.030 in Ratio = 4,298>=360 -0.017 in Ratio = 2,996 >=360 0.057 in Ratio = 2266 >=180 -0.033 in Ratio = 1580 >=180 Segment Length Span # M V Mmax W10x19 3.206 k 36.720 k +D+Lr 2.170 ft Span # 1 Summary of Moment Values Summary of Shear Values Mmax- Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx ,Vnx/Omega D Only Dsgn. L = 2.1711 1 0.016 Csgn. L = 10.83 ft 2 0.094 4044-r Dsgn.L= 2.17 ft 1 0.035 Dsgn. L = 10.83 ft 2 0.198 +D+0.7501r Dsgn. L = 2.17 ft 1 0.030 Dsgn. L = 10.83 ft 2 0.172 +0.600 Dsgn. L = 2.1711 1 0.010 Dsgn. L = 10.83 ft 2 0.056 Overall Maximum Deflections 0.041 0.041 3.64 0.087 0.087 7.69 0.076 0.076 6.67 0.025 0.025 2.18 i -0.63 0.63 64.80 38.80 1.00 1.00 1.52 55.08 ' 36.72 -0.63 3.64 64.80 38.80 1.00 1.00 1.52 55.08 36.72 -1.34 1.34 64.80 38.80 1.00 1.00 3.21 55.08 36.72 -1.34 7.69 64.80 38.80 1.00 1.00 3.21 55.08 36.72 -1.16 1.16 64.80 38.80 1.00 1.00 -1.16 6.67 64.80 38.80 1.00 1.00 -0.38 0.38 64.80 38.80 1.00 1.00 -0.38 2.18 64.80 38.80 1.00 1.00 2.78 2.78 0.91 0.91 55.08 55.08 r 55.08 55.08 36.72 36.72 36.72 36.72 Load Combination Span Max. "-" Defl Location in Span Load Combination Max. "+" Deft Location in Span 1 404 -Lr 2 Vertical Reactions Load Combination Support 1 0.0000 0.000 +1)+Lr 0.0574 5.502 Support notation : Far left is #1 -0.0330 0.0000 Values in KIPS 0.000 0.000 Support 2 Support 3 Overall MAXimum Overall MlNimum D Only +D+Lr 4.441 1.260 2.100 4.441 2.958 0.839 1.399 2.958 Title Block Line 6 Steel Beam,. Project Title: ALE HOUSE Engineer: Project Descr: Lic. # : KW -06010183 Description : NEW W10X21 CODE REFERENCES . Calculations per AISC 360-10, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Analysis Method : Allowable Strength Design Beam Bracing : Beam is Fully Braced against lateral -torsional buckling Bending Axis : Major Axis Bending Licensee : Project ID: Pdnled: 23 MAY 2017, 12:46PM File= c:lUsersltigtegiOCUME-11ENERCA-11ale.ec6 ENERCALC; INC 1983-2017, Buld:6,17,228, Ver:&17,2.28 • • • • • • • • • •••• 15 •, ••.. •••• • 1 • • •• • t • Fy : Steel Yield : E: Modulus : 406!0O ksi 440.4 Rsi • • 0(1.750) Lr(1.950) • • • • •••• • • •••• • . . • • • Appiied Loads W10x19 Service Toads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loading Loads on all spans... Uniform Load on ALL spans : D = 0.050, Lr = 0.060 k/ft Point Load : D =1.750, Lr = 1.950 k, Starting at : 7.340 ft and placed every 0.0 ft thereafter DESIGNSUMMARY Maximum Bending -Stress Ratio = Section used for this span Ma : Applied Mn / Omega : Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection 0.239: 1 Maximum Shear Stress Ratio = W10x19 Section used for this span 9.291 k -ft Va : Applied 38.802 k -ft Vn/Omega : Allowable +D+Lr Load Combination 7.327ft Location of maximum on span Span # 1 Span # where maximum occurs Max Downward Transient Deflection 0.027 in Ratio = 4,539 >=360 Max Upward Transient Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.053 in Ratio = 2329 >=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Design OK 0.090 : 1 W10x19 3.294 k 36.720 k +D+Lr 10.340 ft Span # 1 Segment Length Span # M V Summary of Moment Values Summary of Shear Values Mmax + Mmax - Ma Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega D Only Dsgn. L = 10.34 ft 1 0.116 0.044 4.48 4.48 +0+Lr Dsgn. L = 10.34 ft 1 0.239 0.090 9.29 9.29 +D+0.750Lr Dsgn. L = 10.34 ft 1 0.208 0.078 8.09 8.09 +0.60D Dsgn. L = 10.34 ft 1 0.069 0.026 2.69 2.69 Overall Maximum Deflections 64.80 64.80 64.80 64.80 38.80 38.80 38.80 38.80 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.60 55.08 36.72 3.29 55.08 36.72 2.87 55.08 36.72 0.96 55.08 36.72 Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span +134,r 1 0.0533 5.613 0.0000 0.000 Vertical Reactions Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Overal MAXimum Overall MINimum D Only +D+Lr +D+0.750Lr +0.600 Lr Only 1.741 0.519 0.865 1.741 1.522 0.519 0.876 3.294 0.960 1.600 3.294 2.870 0.960 1.694 TASK LABORATORIES, INC. Consulting Engineers -Soil & Maaterial Testing - Geotechnical Exploratins - QA/QC Inspections - Threshold Building & Roofing Inspections 14241 SW 140 Street, Miami, Florida 33186 Page # �% of Job #: Job Name . Job Address : Designed By : ALE RESIDENCE 1055 NE 105TH STREET, MIAMI SHORES FL MI Checked By : A.G r 4 / /aid a)41/ c/4-t,Gk i, is T/M4 $U bolt, aedd4e3 •1 l = •.. wo i 2,0• ••• Gda� w_i t 40'•.al,i • Y�v. : SDL , PS "1 J , 1 riir • • •• r • ` • • 1 Q i% • • • • � • • • • •• L••••• i. • • 1001 5- h b I k 6.04 45xr2 a 576 1 1 6 #// 7 Glc _ I 0 .6719'4 D)14(06ad bo/t7m 4.00,4g IIea £ / 4 ,A 1 -(o - 147 c loteda ego e r �tl ala Irl I C1) W,s T 4 I- ear» t�) / c►ur.t �UmG�rorr [ / PD z /6 w t LOae.i DL, /r i Spt 2S`x/0 4.60x41 +BA 12 ,rfir Ca - 2 a a Z111 u 1 Sox !o a B&4) 2x3o 1 r sc. f 2 il 2 b�Pr 3 iee 2# lz& 1 F opci s4v:r Si» 2' Title Block Line 6 Concrete Beam Lic. # : KW -06010183 Project Title: ALE HOUSE Engineer: Project Descr. Description : EXISTING 4.5 SLAB CHECK CObt#E#0014CES Calculations per ACI 318-14, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Malarial Properties fc 11,2 3.0 ksi fr= fc * 7.50 = 410.792 psi yr Density = 145.0 pcf X LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi fy - Main Rebar = E - Main Rebar = 60.0 ksi 29,000.0 ksi Number of Resisting Legs Per Stirrup = Licensee : Project ID: Printed:23 MAY 2017, 4:14PM File= c:lUsersltiggeADO,Cl1Md617E 11ENERCA-110e,ec6 cucar_ai.r lur �aai2h17_Bui'228 Ye�6_77,2.28 • •••• B • • •••• . • •• • • • ••• •, • • •• • • o Phi Values at Fy - Stirrups E - Stirrups . = Stirrup Bar Size # Flexure : Shear: 0.90 0.750 0.850 60.0 ksi 29,000.0 ksi 3 2 12 in oro.61 —dross -.Section 8� Reinforcing Details • Rectangular Section, Width =12.0 in, Height = 4.50 in Span #1 Reinforcing.... 145 at 1.0 in from Bottom, from 0.0 to 9.920 ft in this span 145 at 1.0 in from Top, from 7.92010 9.920 ft in this span Applied Loads Beam self weight calculated and added to Toads Load for Span Number 1 Uniform Load : D = 0.60 k/ft, Extent = 0 Uniform Load : D = 0.60 k/ft, Extent = 6 DESIGN SUMMARY Maximum Bending Stress Ratio = 0.799: 1 Section used for this span Typical Section Mu : Applied -3.642 k -ft Mn • Phi : Allowable 4.557 k -ft Location of maximum on span 9.920 ft Span # where maximum occurs Span # 1 12" wx 4.5"h Span•9.620 ft 145 at 1.0 in from Top, from 0.0 to 2.0 ft in this span Service loads entered. Load Factors will be applied for calculations. .0 —» 3.0 ft, Tributary Width = 1.0 ft .920 —» 9.920 ft, Tributary Width = 1.0 ft Vertical Reactions Load Combination Support 1 Support 2 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation : Far left is #1 Design OK 0.000 in 0.000 in 0.058 in 0.000 in Ratio = Ratio = Ratio = Ratio = 0 <360 0 <360 2060 >=18 999 <180 Overall MAXimum Overall MINimum D Only +O.60D Shear Stirrup Requirements 2.070 1.242 2.070 1.242 2.070 1.242 2.070 1.242 Entire Beam Span Length : PhiVc/2 < Vu <= PhiVc, Req'd Vs = Ht<=10", Not Reqd, use stirrups spaced at 0.000 in Overall Maximum Deflections Load Combination Span Max. " " Def Location in Span Load Combination Max. "+" Dell Location in Span D Only 1 0.0578 4.960 0.0000 0.000 Title Block Line 6 Lic. # : KW -06010183 Project Title: ALE HOUSE Engineer: Project Descr. Description: EXISTING GB -2 CODE REFERENCES Calculations per ACI 318-14, IBC 2015, ASCE 7-10 Load Combination Set : ASCE 7-10 Material Properties Pc = fr = Pc- * 7.50 = 11i Density = LtWt Factor = Elastic Modulus = fy - Main Rebar = E - Main Rebar = 3.0 ksi 410.792 psi 145.0 pcf 1.0 3,122.02 ksi Phi Values P1 Licensee Project ID: Printed: 23 MAY 2017, 4:27PM File=c:Usersltigbal1D0CUME-1IENERCA-1lalelec6' r 1 cacore _tAIc_1GAA.7n17_adadR:1722n V k 9_3.a Fy - Stirrups 60.0 ksi E - Stirrups = 29,000.0 ksi Stirrup Bar Size # Number of Resisting Legs Per Stirrup = Flexure : Shear: 0.90 0.750 0.850 60.0 ksi 29,000.0 ksi 3 2 • • • .-• •• • • •.•• • • •••. • • •• •' • • •• • • •••• • • • • •• i• • • • • •• • • • • • • •'• • I311 0091 Uro. 3) Lr0.41 Cross Section & Reinforcing Details Rectangular Section, Width =12.0 in, Height = 30.0 in Span #1 Reinforcing.... 3-#8 at 3.0 in from Bottom, from 0.0 to 21.340 ft in this span Applied Loads 12' wa 30"h Span=21.340 ft 248 at 2.50 in from Top, from 0.0 to 21.340 ft in this span Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to Toads Load for Span Number 1 Uniform Load : D =1.086, Lr = 0.30, L = 0.40 klft, Tributary Width = 1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio Section used for this span Mu : Applied MnPhi : Allowable Location of maximum on span Span # where maximum occurs Vertical Reactions Load Combination 0.537.1_. Typical Section 143.916 k -ft 267.90 k -ft 10.651 ft ' Span #1 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection Support notation : Far left is #1 Design OK 0.022 in Ratio = 11568 >=36 0.000 in Ratio = 0 <360 0.222 in Ratio = 1151 >=18 0.000 in Ratio = 999 <180 Support 1 Support 2 Overall MAXimum 21.057 21.057 Overall MINimum 3.201 3.201 D Only 15.455 15.455 +D+L 19.723 19.723 +D+Lr 18.656 18.656 +D+0.750Lr40.750L 21.057 21.057 +0+0.750L 18.656 18.656 +0.600 9.273 9.273 Lr Only 3.201 3.201 L Only 4.268 4.268 Shear Stirrup Requirements Between 0.00 to 5.40 ft, PhiVcJ2 < Vu <= PhiVc, Req'd Vs = Min 9.6.3.3, use stirrups spaced at 13.000 in Between 5.44 to 15.90 ft, Vu < PhYd2, Req'd Vs = Not Reqd 9.6.3.1, use stirrups spaced at 0.000 in Title Block Line 6 Concrete Beam Project Title: ALE HOUSE Engineer: Project Descr: Lic. # : KW -06010183 Licensee : Project ID: Printed: 23 MAY 2017, 427PM File = c:lUsersiligbaFDOCUME-IIENERCA-11ale.ec6 __.__.__ ._FNFRCALC..INC.1983-20J7, Bu1d 6.17,2,28,Ver,6,17,2,28, Description : EXISTING GB -2 hear Stitirup Re Squirements Between 15.94 to 21.30 fl, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 9.6.3.3, use stirrups spaced at 13.000 in Overall Maximum Deflections Load Combination Span Max. " " Deft Location in Span Load Combination •••P0 •• • •• • • • •••• .�• •• • •••• • • • ••— • Max. "+" (Ai • : iciFation in Span a +D+0.750Lr+0.750L 1 0.2224 10.670 0.0004 • • • - • • •••• • • •• •• • • • • •. • • • • • •• • 0.000•••• •t • •••• • • • • • • •• • • • 1 • • • • s • • • • • • • ' • • ••• • • • 1 • • Title Block Line 6 Masonry S;lende ;Wa Lic. # : KW -06010183 Description : Project Title: ALE HOUSE Engineer: Project Descr: NEW BLK. WALL DESIGN Code References::: Licensee : Project ID: Printed: 23 MAY 2017, 4:32PM File = c: 1U0ersltigbaf DOCUME-1lENERCA 11ale.ec6 FNFRr.e r' inirLinks:7t117_ nrtirl•al 9a Vii•B_17,278 !s Calculations per ACI 530-13, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General InfOr atioh: Construction Type : Grouted Hollow Concrete F'm = 1.50 ksi Fy - Yield = 60.0 ksi Fr- Rupture = 61.0 psi Em=fm' Max % of p bal. Grout Density Block Weight Wall Weight 900.0 = 0.1034 = 140 pcf Normal Weight = 55.0 psf Wall is grouted at rebar cells only One -Story Wall: Dlmehslons .• • • • .••• •• • •••• Calculations per ACI 530-13, IBC 0314 CRC 201674.1pt :10 • Masonry Nom. Wall Thickness 8 in Actual Thickness in Rebar "d" distance 3.750 in Lower Level Rebar... Bar Size # 5 Bar Spacing 48.0 in • Temp Diff across thickness.. • •_ ; •g F • Min Allow Out -of -plane Dgf`l jji # • 0 • Minimum Vertical Steel % = 0.0020 •• • • • • •• ••• ••• • 11 • • • • • • • • • • • • • •• • • • • • ••• • • • A Clear Height = 9.0 ft B Parapet height = ft Wall Support Condition Top & Bottom Pinned Vertical Loads • • Vertical Uniform Loads ... (Applied per foot of Strip Width) Ledger Load Eccentricity 0.0 in Concentric Load Lateral Loads Wind Loads: Full area WIND load 47.0 psf DL : Dead 0.20 Lr : Roof Live Lf : Floor Live S : Snow 0.10 W Wind+ kift knt Seismic Loads : Wall Weight Seismic Load Input Method : Seismic Wall Lateral Load Fp Direct entry of Lateral Wall Weight 0.0 psf ' 1.0 = 0.0 psf Title Block Line 6 Masonry Slender Wall Lic. # : KW -06010183 Project Title: ALE HOUSE Engineer: Project Descr. Description : NEW BLK. WALL DESIGN DESIGN SUMMARY Goveming Load Combination ... Licensee : Project ID: Printed: 23 MAY 2017, 4:32PM File = c:lUseraltigbalADOCUME-11ENERCA-11ale.ec6 I FNFRCAI c. INC._1983-2017.Bufd;6.17,2.26, Ver;6.17.2.28 Results reported for "Strip Width" of 12.0 in , • • • -Actual Values ... • _• Allowable tialufzs..• .' PASS PASS PASS PASS Moment Capacity Check +0.90D+W Service Deflection Check W Only Axial Load Check +1.20 D+0.50Lr+W Reinforcing Limit Check Design Maximum Combinations - Moments Axial Load Pu 0.21m•b*t, k k Load Combination +1.2013+1.60Lr+0.50W at 4.20 to 4.50 +1.20D+1.601i-0.50W at 4.20 to 4.50 +1.20D+0.50Lr+W at 4.20 to 4.50 +12013+0.501_1-W at 4.20 to 4.50 +0.90D+W at 4.20 to 4.50 +0.900-W at 4.20 to 4.50 Maximum Bending Stress Ratio = 0.3388 • • • •••• Max Mu 0.4756 k -ft Phi * Mn ' ;1.404:K -ft U 4,056 Allowabl.afi.Ratio 150 0.02663 in Actual Defl. Ratio Max. Deflection MaxPu/Ag Location Controlling As/bd 12.986 psi 4.350 ft 0.001667 Maximum Reactions .. Top Horizontal Base Horizontal Vertical Reaction .••• Max. A11 pel! 0.2*Pm As/bd 6.103ft fio bal • • • • for Load Combination... •' • 0.720.in •3bflb pst •• • •O.t034 • • • 12 • • WOniy • • ••• •0.2115k • W Only • • • • G.2115 k . +D+Lr 0.7951 k Results reported for "Strip Width" = 12 in. Mcr k -ft 0.000 0.000 0.00 0.00 0.000 0.000 0.00 0.00 0.000 0.000 0.00 0.00 0.717 16.560 0.44 0.24 0.717 16.560 0.44 0.24 0.607 16.560 0.44 0.48 0.607 16.560 0.44 0.48 0.418 16.560 0.44 0.48 0.418 16.560 0.44 0.48 Moment Values Mu Phi Phi Mn As k -ft k -n in^2 Design Maximum Combinations - Deflections Axial Load Load Combination Pu 0.000 0.000 0.000 +D+0.60W at 4.20 to 4.50 0.464 0.000 +D+0.750Lr+0.450W at 4.20 to 4.50 0,539 +0+0.450W at 4.20 to 4.50 0.464 0.000 40.600+0.60W at 4.20 to 4.50 0.278 0.000 0.000 W Only at 4.50 to 4.80 0.000 0.000 Reactions - Vertical & Horizontal Load Combination D Only +13+1_1 +D+0.750Lr As Ratio 0.00 0.00 0.000 0.0000 0.00 0.00 0.000 0.0000 0.00 0.00 0.000 0.0000 0.90 1.49 0.078 0.0017 0.90 1.49 0.078 0.0017 0.90 1.46 0.078 0.0017 0.90 1.46 0.078 0.0017 0.90 1.41 0.078 0.0017 0.1033 0.90 1.41 0.078 0.0017 0.1033 Results reported for "Strip Width" = 12 in. 0.6 . rho bal 0.0000 0.0000 0.0000 0.1032 0.1032 0.1032 0.1032 Moment Values Mcr Mactual I gross k -ft k -ft in"4 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.44 0.29 331.10 0.00 0.00 0.00 0.44 0.21 331.10 0.44 0.21 331.10 0.00 0.00 0.00 0.44 0.29 331.10 0.00 0.00 0.00 0.00 0.00 0.00 0.44 0.47 331.10 0.00 0.00 0.00 Stiffness I cracked in^4 0.00 0.00 0.00 19.09 0.00 19.32 19.09 0.00 18.52 0.00 0.00 17.65 Deflections' I effective Deflection Defl. Ratio in"4 in 0.000 0.000 0.000 0.000 0.000 0.000 331.100 0.009 0.000 0.000 331.100 0.007 331.100 0.007 0.000 0.000 331.100 0.009 0.000 0.000 0.000 0.000 0.0 0.0 0.0 11,608.2 0.0 15,474.6 15,477.7 0.0 11,613.7 0.0 0.0 31.273 0.027 4,056.0 0.00 0.000 0.000 0.0 Results reported for "Strip Width" = 12 In. Base Horizontal 0.0 k 0.0 k 0.0 k Top Horizontal 0.00 k 0.00 k 0.00 k. Vertical @ Wall Base 0.695 k 0.795 0.770 k Title Block Line 6 Masonry Slender Wall —.„ Project Title: ALE HOUSE Engineer Project Descr: Lic. #: KW -06010183 Licensee: Description: NEW BLK. WALL DESIGN Reactions - Vertical & Horizo ntal Load Combination +D+0.60W +D+0.70E +D+0.750Lr+0.450W +D+0.450W +D+0.5250E +0.60D+0.60W +0.60D+0.70E Lr Only W Only E Only Base Horizontal 0.1 k 0.0 k 0.1 k 0.1 k 0.0 k 0.1 k 0.0 k 0.0 k 0.2 k 0.0 k Project ID: Pykrted: 23 MAY 2017. 4:32PM File = OUsersIliqbarIDOCUME-11NERCA-11041.qc6 Results reported for "Strip Width" = 11 in. • Vertical @ WSIII,144,s@ • • • • 0.695 sc. • • • • • • • 0.695 so • 0.770 k • • • • • • • • • 0.694 eic. • • • • • • • • • 0.695k • • • • • • 0.41i k • • • • • 0.417 k • • • 0.109' 'lc • • • 0.4 k • • • • • • • • 0.000•. • • • • • • • Top Horizontal 0.13 k 0.00 k 0.10 k 0.10 k 0.00 k 0.13 k 0.00 k 0.00 k 0.21 k 0.00 k 3 • • • • • • MecaWind Pro v2.2.7.0 per ASCE 7-10 Date Company Name : Address u • City State File Location: Developed by MECA Enterprises, Inc. Copyright www.mecaenterprises.com 5/23/2017 Project No. . TASK LABORATORIES INC Designed By Description . MIAMI Customer Name : ALE HOUSE DOOR FL Proj Location : MIAMI SHORES C:\Users\tigbal\AppData\Roaming\MecaWind\Default.wnd Input Parameters: Directional Procedure All Basic Wind Speed(V) 175.00 mph Structural Category II Natural Frequency N/A Importance Factor 1.00 Alpha 11.50 At 0.09 Am 0.11 Cc = 0.15 Epsilon = 0.13 Pitch of Roof = 0 12 h: Mean Roof Ht = 10.00 ft RHt: Ridge Ht = 10.00 ft OH: Roof Overhang at Eave= .00 ft Bldg Length Along Ridge 40.00 ft Gust Factor Calculations Gust Factor Category I Rigid Structures Gustl: For Rigid Structures (Nat. Freq Heights Building (Ch 27 Part 1) Exposure Category Flexible Structure Kd Directional Factor Zg Bt Bm 1 = Zmin = Slope of Roof(Theta) _ Type of Roof Eht: Eave Height Overhead Type Bldg Width Across Ridge= - Simplified Method >1 Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm: 0.6*Ht lzm: Cc*(33/Zm)T0.167 Lzm: 1*(Zm/33)'Epsilon w .Q: (1/(1+0.63*((B+Ht)/Lzm)"0.63))T0.5 Gust2: 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) • • • • • •• • • ••A••• 0.85 • 700.6d"ft 1.011.•• 0.85 • 650 t0 •f ; T.tl••ft. :n.°4 FLAT 1(r. 0 0 i•t No Oveihang 60.00 ft 7.00 ft = 0.19 = 535.47 ft = 0.92 = 0.89 Gust Factor Summary Not a Flexible Structure use the Lessor of Gustl or Gust2 = 0.85 Table 26.11-1 Internal Pressure Coefficients for Buildings, GCpi GCPi : Internal Pressure Coefficient = +/-0.18 Wind Pressurs Main Wind Force Resisting System (MWFRS) - Ref Figure 27.4-1 f3 Kh: 2.01*(Ht/Zg)^(2/Alpha) 1.03 •••• • • .••• •1 • • •• • • •••• • • •••• •• • • , • • • • • • • • • ••,• • • • •• l y, •. • • • • • • .• • Kht: Topographic Factor (Figure 6-4) Qh: .00256*(V)^2*I*Kh*Kht*Kd Cpww: Windward Wall Cp(Ref Fig 6-6) Roof Area Reduction Factor based on Roof Area 1.00 41.19 psf = 0.80 = 2400.00 ft"2 = 0.80 MWFRS-Wall Pressures for Wind Normal to 40 ft Wall (Normal to Ridge) All pressures shown are based upon ASD Design, with a Load Factor of .6 Wall Leeward Wall Side Walls Wall 0041• Cp Pressure Pressure • • •c • • • • • +GCpi (psf) -GCpi (psf) • • • •• • ipso* • • • - 0.40 -21.42 -6.59• •• • - 0.70 -31.92 -17.09 f • sees Elev Kz Kzt Cp qz Press Press Total • • ft psf +GCpi -GCpi +/-GCpi 4141•• /.$ • •• • •••• • • •Y • •••• •• • Windward 10.00 1.03 1.00 0.80 41.19 20.60 35.43 42.02 • • • ' • • •• •• t• • Roof - Dist from Windward Edge Cp Pressure Pressure• • • • +GCpi(psf)-GCpi(paff, • • • Roof: 0.0 ft to 5.0 ft Roof: 5.0 ft to 10.0 ft Roof: 10.0 ft to 20.0 ft Roof: 20.0 ft to 60.Oft -0.90' -0.90 - 0.50 - 0.30 •- • -38.93 -24.10 • • -38.93 -24.10•• • -24.92 -10.09 -17.92 -3.09 MWFRS-Wall Pressures for Wind Normal to 60 ft wall (Along Ridge) All pressures shown are based upon ASD Design, with a Load Factor of .6 Wall Cp Pressure Pressure +GCpi (psf) -GCpi (psf) Leeward Wall -0.50 Side Walls -0.70 -24.92 -10.09 -31.92 -17.09 Wall Elev Kz Kzt Cp qz Press Press Total ft psf +GCpi -GCpi +/-GCpi Windward 10.00 1.03 1.00 0.80 41.19 20.60 35.43 45.52 Roof - Dist from Windward Edge Cp Pressure Pressure +GCpi(psf)-GCpi(psf) Roof: 0.0 ft to 5.0 ft Roof: 5.0 ft to 10.0 ft Roof: 10.0 ft to 20.0 ft` Roof: 20.0 ft to 40.0 ft -0.90 -0.90 - 0.50 - 0.30 Wind Pressure on Components and Cladding (Ch 30 Part 1) Root not shat \ 11 waa:- -38.93 - 38.93 - 24.92 -17.92 -24.10 -24.10 -10.09 -3.09 Gable Roof All pressures shown are based upon ASD Design, with a Load Factor of .6 • •i• • • • •• • • •• • • • • a Width of Pressure Coefficient Zone "a" = 4.00 ft Description Width Span Area Zone Max Min Max P Min P ft ft £t^2 GCp GCp psf psf 1 ROOF 3.17 3.17 10.0 1 0.30 -1.00 19.76 -48.60 ROOF 3.17 3.17 10.0 2 0.30 -1.80 19.76 -81.50 ROOF 3.17 3.17 10.0 3 0.30 -2.80 19.76 -122.61 1 WINDOW 3.17 3.17 10.0 4 0.90 -0.99 44.47 -48.18 •••• WINDOW 3.17 3.17 10.0 5 0.90 -1.26 44.47 -59.29 • • • • DOOR 3.00 7.00 21.0 4 0.85 -0.94 42.38 -46.09 • • • •••• DOOR 3.00 7.00 21.0 5 0.85 -1.16 42.38 -55.10 •• • •••• •• WALL 3.00 6.00 18.0 4 0.86 -0.95 42.82 -46.52 •�• • • • WALL 3.00 6.00 18.0 5 0.86 -1.18 42.82 -55.97 • t • Khcc:Comp. & Clad. Table 6-3 Case 1 1.03 •••• •••• • Qhcc:.00256*V^2*Khcc*Kht*Kd 41.19 psf•••••• •" • • • • •• •• • • • • • • • • • • •• • •• • • • • •• • • • • • • •:• • • • • • • • • • • Certificate of Completion Miami Shores Village 10050 NE 2 Ave, Miami Shores FL, 33138 Tel: 305-795-2204 Fax: 305-756-8972 Building Inspection Department This certificate issued pursuant to the requirements of the Florida Building Code 106.1.2 certifying that at the time of issuance this structure was in compliance with the various ordinances of the jurisdiction regulating building construction or use. For the following: Square Footage Description of Work Date Issued Occupancy Load Occupancy Type Applicable Code 1055 NE 105 ST Miami Shores FL 33138 INSPECTION RECORD Miami Shores Village 10050 N . 2nd Avenue Miami Shores, FL 33138-0000 Phone: (305)795-2204 Fax (305)756-8972 Permit NO. ST ON SITE C-6-17-1528 j 017 2,4 Expires: 01/10/2018 iii r r INSPECTION REQUESTS: (305)762-4949 or Log on at https://bldg.miamislage.com/cap REQUESTS ARE ACCEPTED DURING 8:30AM - 3:30PM FOR THE FOLLOWING BUSINESS DAY. Requests must be received by 3 pm for following day inspections. Residential Construction Parcel #:1122320280810 IOwner's Name: NAKUL JATHAR Job Address: 1055 NE 105 Street Miami Shores, FL I Bond Number: 3454 Owner's Phone: Total Square Feet: Total Job Valuation $ 30,150.00 Contractor(s) DANTES CONSTRUCTION CORP. 0 4707' K IS ALLOWED: DAY THROUGH FRIDAY, 8 00A -7:00PM:`� RDAY 8:OOAM - 6:OOPM. WORK IS ALLOWED ON SUNDAY OR HOLIDAY UILDING AND ROOFING INSPECTIONS ARE DONE ONDAY THROUGH FRIDAY. NO INSPECTION WILL BE MADE UNLESS THE PERMIT CARD IS DISPLAYED AND HA BEEN APPROVED. PLANS ARE READLY AVAILABLE. IT IS THE PERMIT APPLICANT'S RESPONSIBILITY TO ENSURE THAT WORK IS ACCESSIBLE AND EXPOSED FOR INSPECTION PURPOSES. NEITHER THE BUILDING OFFICIAL NOR THE CITY SHALL BE LIABLE FOR EXPENSE ENTAILED IN THE REMOVAL OR REPLACEMENT OF ANY MATERIAL REQUIRED TO ALLOW INSPECTION. WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENT TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDE AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION., IF YO INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LEER OR A TTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR `NOTICE OF COMMENCEMENT. INSPECTION RECOFt WINDOWS & DOORS INSPECTION DATE INSP Attachment FINAL PLUMBING PUBLIC WORKS NSPECTION DATE Excavation FINAL INSPECTION Rough Water Service 2na Rough Top Out Fire Sprinklers Septic Tank Sewer Hook-up Roof Drains INSPECTION DATE INSP Temporary Pole 30 Day Temporary Pool Bonding Pool Deck Bonding Pool Wet Niche Underground Footer Ground Slab Wall Rough Ceiling Rough Rough Telephone Rough Telephone Final TV Rough TV Final Cable Rough Cable Final Intercom Rough Intercom Final Alarm Rough Alarm Final Fire Alarm Rough Fire Alarm Final LP Tank Lawn Sprinklers Main Drain Pool Piping Backflow Preventor Interceptor Catch Basins Condensate Drains HRS Final PLUMBING COMMENTS MECHANICAL INSPECTION DATE INSP Underground Pipe Service Work With Rough FINAL X3) - ELECTRICAL COMMENTS INSPECTION FIRE DATE INSP Final Sprinkler Final Alarm FINAL Ventilation Rough Hood Rough Pressure Test Final Hood Final Ventilation Final Pool Heater Final Vacuum FINAL MECHANICAL COMMENTS STRUCTURAL INSPECTION DATE INSP Foundation Stemwall Slab Columns (1st Lift) Columns (2nd Lift) Tie Beam Truss/Rafters Roof Sheathing Bucks Interior Framing Insulation ,Ceiling Grid rywall Firewall Wire Lath Pool Steel Pool Deck Final Pool Final Fence Screen Enclosure Driveway Driveway Base Tin Cap Roof in Progress Mop in Progress Final Roof Shutters Attachment Final Shutters Rails and Guardrails ADA compliance i FINAL Will,�� `�� DOCUMEN 5 Soil Bearing Cert Soil Treatment Cert Floor Elevation Survey Reinf Unit Mas Cert Insulation Certificate Spot Survey Final Survey Truss Certification STRUCTURAL COMMENTS WINDOWS & DOORS INSPECTION DATE INSP Attachment FINAL PLUMBING PUBLIC WORKS NSPECTION DATE Excavation FINAL INSPECTION Rough Water Service 2na Rough Top Out Fire Sprinklers Septic Tank Sewer Hook-up Roof Drains INSPECTION DATE INSP Temporary Pole 30 Day Temporary Pool Bonding Pool Deck Bonding Pool Wet Niche Underground Footer Ground Slab Wall Rough Ceiling Rough Rough Telephone Rough Telephone Final TV Rough TV Final Cable Rough Cable Final Intercom Rough Intercom Final Alarm Rough Alarm Final Fire Alarm Rough Fire Alarm Final LP Tank Lawn Sprinklers Main Drain Pool Piping Backflow Preventor Interceptor Catch Basins Condensate Drains HRS Final PLUMBING COMMENTS MECHANICAL INSPECTION DATE INSP Underground Pipe Service Work With Rough FINAL X3) - ELECTRICAL COMMENTS INSPECTION FIRE DATE INSP Final Sprinkler Final Alarm FINAL Ventilation Rough Hood Rough Pressure Test Final Hood Final Ventilation Final Pool Heater Final Vacuum FINAL MECHANICAL COMMENTS inspection Worksheet Miami Shores Village 10050 N.E. 2nd Avenue Miami Shores, FL Phone: (305)795-2204 Fax: (305)7564972. nspection Number. INSP-296420 Permit Number: RC -6-17-1528 Inspection Date: February 02, 2018 Inspector: Naranjo, Ismael Owner: JATHAR, NAKUL Job Address:1055 NE 105 Street Miami Shores, FL Project: <NONE> Contractor: MANTES CONSTRUCTION CORP. Permit Type: Residential Construction Inspection Type: Final Building Work Classification: Alteration Phone Number Parcel Number 1122320280810 Phone: (305)900-4707 REMODEL FOYER AREA INCLUDING ENTRY DOOR, REPLACE TILING DOOR WITH WOOD FLOORING AND ADDING LIGHTING. REMODEL KITCHEN INCLUDING CABINETS, APPLIANCES, LIGHTING AND NEW FLOORING. REMODEL 2ND BATHROOM INCLUDING SHOWER, SINK AND TILING. REMODEL MASTER BATHROOM LIGHTING. IN MASTER BEDROOM REMOVE C 014 t"fractio Passed Comments INSPECTOR COMMENTS 'False WINDOW, ADD FRENCH DOOR. E TQ FLOORING IN FAMILY ROOM. IPassed i t Inspector Comments Failed l Correction i Needed I i Re -Inspection 1 Fee No Additional Inspections can be scheduled re -inspection fee is paid until For Inspections please call: (305)762-4949 February 01, 2018 Page 1 of 1