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REV-18-933BUILDING PERMIT APPLICATION Miami Shores Village Building Department 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 Tel: (305) 795-2204 Fax: (305) 756-8972 INSPECTION LINE PHONE NUMBER: (305) 762-4949 REGE, , r APR 10 1018 C" �] SA--) FBC 201�-1 Master Permit No. RC-3-16-634 Sub Permit No.2 E \( 18 — 135 ❑BUILDING ❑ ELECTRIC ❑ ROOFING Q REVISION ❑ EXTENSION ❑RENEWAL F-IPLUMBING ❑ MECHANICAL PUBLIC WORKS ❑ CHANGE OF [—]CANCELLATION ❑ SHOP CONTRACTOR DRAWINGS JOB ADDRESS: 10125 BISCAYNE BLVD City: Miami Shores County: Miami Dade Zip: 33138 11-3205-019-0190 Folio/Parcel#: Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): BISCAYNE 10125 LLC Phone#: 786 390 3177 Address: 1680 MICHIGAN AVE SUITE 910 MIAMI BEACH FL 33139 City: State: Zip: Tenant/Lessee Name: Phone#: Email: CONTRACTOR: Company Name: TOSCANA CONSTRUCTION GROUP Phone#: 786 953 2130 Address: 1881 79TH STREET CSWY SUITE 1701 City: NORTH BAY VILLAGE State: FL Zip: 33141 CHACON DIMAS EDUARDO Qualifier Name: Phone#: State Certification or Registration #: CG C 1525182 Certificate of Competency #: DESIGNER: Architect/Engineer: Phone#: Address: City: State: Zip: Value of Work for this Permit: $ (-) Square/Linear Footage of Work: Type of Work: ❑ Addition ❑ Alteration ❑ New I —Iv Repair/Replace ❑ Demolition Specify color of color thru tile: Submittal Fee $ /' Permit Fee $ `t `��' 03 CCF $ 0D CO/CC $ Scanning Fee $ CO3 • CID Radon Fee $ DBPR $ (i� • '_9 S Notary $ Technology Fee $ 12 . Cx:1 Training/Education Fee $ - Double Fee $ Structural Reviews $ 15 " CD Bond $ 17 TOTAL FEE NOW DUE $ Z-J (Revised02/24/2014) Bonding Company's Name (if applicable) Bonding Company's Address City State Mortgage Lender's Name (if applicable) Mortgage Lender's Address City State Zip Zip Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet the standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for ELECTRIC, PLUMBING, SIGNS, POOLS, FURNACES, BOILERS, HEATERS, TANKS, AIR CONDITIONERS, ETC..... OWNER'S AFFIDAVIT: I certify that all the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. "WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT." Notice to Applicant: As a condition to the issuance of a building permit with an estimated value exceeding $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law brochure will be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of commencement must be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In the absence of such posted notice, the inspection will not be approved and a reinspection fee will be charged. Signature Signature 4NER CO RACTOR The foregoing instrument was acknowledged before me this The foregoing instrument was acknowledged before me this Z_� day of M A R C, a . 20 f � by Z? day of M14 /'.0 14 .20 /i by Orti4iO �Qrf.����� who is personally known to CN�CU�1J Ut&AJAS rJuc4L4ho is personally known to me or who has produced as me or who has produced as identification and who did take an oath. identification and who did take an oath. NOTARY PUBLIC: NOTARY PUBLIC: _ Sign: Sign: iu/ Print: / �(, uup l Print: �x+'s Lopez Pimentel ;e. �; o �►VVWWMWMM657 Seal:_ COMMISSION Seal: EXPIRES: Septembu 30, 2019 EXPIRES: Septembu 30. 2019 r�''i a F\ �;•`�� wWw.AARONNOTARY.COM www.AARONNoTARY.COM �rnn���� ********************************************************************************************** ********* APPROVED BY Plans Examiner y Zoning b Structural Review Clerk (Revised02/24/2014) - ( Z) , a r Ur it Engineering Consulting 305.599.8133 www.easterneg.com Eastern Engineering Group 3401 NW 82nd Avenue Suite 370, Doral, FL 331 1305.599.8133 • F. 305.599.8076 • www.eas#erne o 10125 Biscayne Blvd CUPNew Addition Job No: 15-450 •::::• ...... .... ...... .... . ..... ...... .... ..... 10125 Biscayne Blvd, ;;,;;, •••;•• Miami Shores, Fl 33138 • • • • • • STRUCTURAL C `%%��SS' p�R."1j o ' in E OF 411 ❑ Raissa Lopez, PE Lic. No. 59399 CAN # 26655 Prepared By: ❑ Gonzalo Paz, PE Lic. No. 60734 CAN # 26655 NO. OF PAGES: *AV, Eastern Engineering Group 3401 NW 82nd Avenue Suite 370, Doral, FL 33122-1052 Z� T. 305.599.8133 • F. 305.599.8076 * www.easterneg.com DESIGN CRITERIA: Calculations based on: 1. 2010 Florida Building Code 2. Minimum Design Loads for Buildings and Other Structures ASCE 7-10 3. Building Code Requirements for Structural Concrete ACI 318-08 4. American Institute of Steel Construction AISC-13ed 5. Aluminum Design Manual 2005 0000 6. Specifications for the Design of Cold -Formed Stainless Steel Structural MembersSEI/ASCE8-0i••••• .. CALCULATION INDEX: Wind Loads II Truss Reactions III Beams Design IV Footing Check V Exterior Cantilever Wall CALCULATION STATEMENT: 18-22 Total Pages = 20 To the best of my knowledge, ability, belief and professional judgment, I hereby attest that the manual calculations and computer generated calculations are in compliance with the existing governing codes. ``SSA 1R 11111 ��� • N 9 ❑ Pr B : El Prepared By: • Y Rai§ to ff E Gonzalo Paz, PE Lic. •R3�� Q P ,• , Lic. No. 60734 CA #�....OR I CA # 26655 �N AU 'tit I I I C I 14 10.. 0000 0 00000 ..... . ASD Design, with a Load Factor of 0.6*W ASCE 7-10 ASD DESIGN=0.6*W Wind Loads on Buildings (Directional Procedure) per ASCE 7-10 2/18/2016 II Description: 10125 Biscayne Blv II Analvsis bv: M.B Calculated Parameters Type of Structure Height/Least Horizontal Dim 0.20 Flexible Structure No Gust Factor Category I: Rigid Structures - Simplified Method 0 % ' Gust1 IFor rigid structures (Nat Freq > 1 Hz) use 0.85 . 10.851."; Gust Factor Category II: Rigid Structures - Complete Analysis Zm Zmin 7.00 ft Izm Cc * (33/z)^0.167 0.1943 Lzm 1*(zm/33)^Epsilon 535.47 ft Q (1/(1+0.63*((Min(B,L)+Ht)/Lzm)^0.63))^0.5 0.9254 Gust2 0.925* 1+1.7*Izm*3.4*Q / 1+1.7*3.4*Izm 0.8885 Gust Factor Summary G I Since this is not a flexible structure the lessor of Gust1 or Gust2 are used 0.85 Fin 26.11-1 Internal Pressure Coefficients for Buildings, GcPi 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 1 -0.18 Eastern Engineering Group Page No. 1 of 4 10125 Biscayne Blvd New Addition 3 02/19/2016 ASD Design, with a Load Factor of 0.6*W- ASCE 7-10 ASD DESIGN=0.6*W Wind Loads on Buildings (Directional Procedure) per ASCE 7-10 6.5.12.2.1 Design Wind Pressure - Buildings of All Heights Elev 0 Kz Kzt qz Ib/ft"2 Pressure Ib/ft"2 Windward Wall* +GCpi -GCpi 15 1.03 1 1.00 68.65 20.60 35.43 Figure 27.4-1 - External Pressure Coefficients, CD Loads on Main Wind -Force Resisting Systems (Directional Procedure) z 1.4 Ol L L i91 Variable Formula Value Units Kh 2.01 *(15/zg)^(2/Alpha) 1.03 Kht Topographic factor (Fig 6-4) 1.00 Qh .00256*(V)^2*Kh*Kht*Kd 68.65 psf Khcc Comp & Clad: Table 6-3 Case 1 1.03 Qhcc 1.00256 *VA 2*Khcc*Kht*Kd L.68.65 sf Wall Pressure Coefficients, Cp Surface I C Windward Wall (See Figure 27.4-1) 1 0.8 Roof Pressure Coefficients, Cp Roof Area (sq. ft.) Reduction Factor L1.00 Iculations for Wind Normal to 73.1 ft Face litionai Runs may be req'd for other wind directions sward Walls (Wind Dir Normal to 73.1 ft wall) sward Walls (Wind Dir Normal to 54.4 ft wall) le Walls Roof- Wind Normal to Ridge (Theta>=1Q ndward - Min Cp ndward - Max Cp sward Normal to Ridge erhang Top (Windward) erhang Top (Leeward) erhang Bottom (Applicable on Windward only Eastern Engineering Group 10125 Biscayne Blvd New Addition 4 Pressure (psf) -V.JV -GY..7L - I V.VD -0.43 -22.51 -7.69 -0.70 -31.92 -17.09 - for Wind Normal to 73.1 ft face -0.54 -43.79 -19.07 -0.03 -14.38 10.33 -0.46 -39.29 -14.57 -0.54 -31.43 -31.43 -0.46 -26.93 -26.93 0.80 28.01 28.01 2/18/2016 Page No. 2 of 4 02/19/2016 ASD Design, with a Load Factor of 0.6*W-. -° ASCE 7-10 ASD DESIGN=0.6*W Wind Loads on Buildings Directional Procedure erASGL 1-1U Roof - Wind Parallel to Ride All Theta - for Wind Normal to 54.4 ft face Dist from Windward Edge: 0 ft to 22.18 ft - Max Cp -0.18 -13.72 1.11 Dist from Windward Edge: 0 ft to 5.545 ft - Min Cp -0.90 -38.93 -24.10 Dist from Windward Edge: 5.545 ft to 11.09 ft - Min CI -0.90 -38.93 -24.10 Dist from Windward Edge: 11.09 ft to 22.18 ft - Min CI -0.50 -24.92 -10.09 Dist from Windward Edge: > 22.18 ft -0.30 -29.86 -5.15 * Horizontal distance from windward edge a Figure 6.30-2 - External Pressure Coefficients, GCp Loads on Components and Cladding for Buildings w/ Ht <= 60 ft It a ,a Hipped Roof 7 < Theta <= 27 a = 4.436 =_> 4.44 ft /7nrihlP r link on nnv flat;) Pntry line to rPceivP a hPln Screen 2/18/2016 - • • .••• .•...• • • • • ••••.• • ••.••• • ..•••. • • • • • • 000000 •..••. . ••••.. •• • •.•• • Component Width (ft) Span (ft) Area (ft"2) Zone GCp Wind Press (Ib/ft"2 Max Min Max Min 10 10.00 4 1.00 -1.10 48.61 -52.73 10 10.00 5 1.00 -1.40 48.61 -65.08 20 20.00 4 0.95 -1.05 46.42 -50.54 20 20.00 5 0.95 -1.29 46.42 -60.70 50 50.00 4 0.88 -0.98 43.52 -47.64 50 50.00 5 0.88 -1.15 43.52 -54.92 100 100.00 4 0.82 -0.92 41.33 -45.45 100 100.00 5 0.82 -1.05 41.33 -50.54 200 200.00 4 0.77 -0.87 39.14 -43.26 200 200.00 5 0.77 -0.94 39.14 -46.16 10 10.00 1 0.50 -0.90 28.01 -44.49 10 10.00 2 0.50 -1.70 28.01 -77.44 10 10.00 3 0.50 -1.70 28.01 -77.44 20 20.00 1 0.44 -0.87 25.53 -43.25 20 20.00 2 0.44 -1.55 25.53 -71.24 20 20.00 3 0.44 -1.55 25.53 -71.24 50 50.00 1 0.36 -0.83 22.25 -41.61 50 50.00 2 0.36 -1.35 22.25 -63.05 50 50.00 3 0.36 -1.35 22.25 -63.05 Eastern Engineering Group Page No. 3 of 4 10125 Biscayne Blvd New Addition 5 02/19/2016 ASD Dasigh, with a Load Factor of 0.6*W ASCE 7-10 ASD DESIGN=0.6*W Wind I nerds on 6uildinas (Directional Procedure) ner ASCE 7-10 2/18/2016 =~: 10 10.00 2H 0.50 -2.20 20.60 -90.62 10 10.00 3H 0.50 -3.70 20.60 -152.41 20 20.00 2H 0.44 -2.20 18.12 -90.62 20 20.00 3H 0.44 -3.34 18.12 -137.53 50 50.00 2H 0.36 -2.20 14.84 -90.62 50 1 1 50.00 3H 0.36 -2.86 1 14.84 1 1Z.86JI Note: * Enter Zone 1 through 5, or 1 H through 3H for overhangs. . . .... ...... ...... .. .. ...... .... . ..... ...... .... . 000000 .. .. • .. • ..... . . . . . • 0 0 0 • • Eastern Engineering Group Page No. 4 of 4 10125 Biscayne Blvd New Addition 6 02/19/2016 _neeri. k - PROJ. NAME. 10125 Biscayne 51V EasEasternEnging �Gr�oup _ � 2 3401 NW S2nd Avenue Suite 370, Doral, FL 33122-1052 PROJ No.. 15-4E O RATE. 01B-18-15 T. 305.599.8133 - F. 305.599.8076 • www.easterneg.com DESIGNED BY: M.B. PAGE: REVIEWED BY: R.L. OR G.P. —PL= ?S 1p'F L-t, - 2-0 i5F OJ 2,,4L- 0 G 2dn10 �-n �� /_ r'-fry qp 2S�I �- ZS f�a� --j (1 p V ...... .... ...... .... . ..... ...... .... ..... .... .... ...... . . . . ...... liTy q-t3 2y-�j-(VA qp3: :?50-. r J(Qi4jlA_ quiz = (�'3.0S.+ Ip-4 q�1)3- 63.6sx 10125 Biscayne Blvd New Addition 7 02/19/2016 ° °° ~ ° REACTIONS ON TRUSSES AND ° °° RIDGE °°° � � °°° : Project Name: 10125 Biscayne Blv Job Number: 14-450 19/18/2015 Date: Gravity Loads Data Gravity Loads for Comb D+L DL= 1 25.00 1plf LL= 1 20.00 plf Gravity Loads um)for Comb U.6D+W m co 9 1125 5iscayne:blvd new addition\strc\10125 biscayne Blvd new addition (plan changes)\cab\10125 biscayne blv.ec6 General Beam Analysis ENERCALC, INC.1983.2011, Build:6.11.6.23, Vec6.11.6.23 Description : Girder truss 6 General Beam Properties Elastic Modulus 29,000.0 ksi Span #1 Span Length = 2.20 ft Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 Span #2 Span Length = 15.110 ft Area = 10.0 inA2 Moment of Inertia = 100.0 inA4 Applied Loads Service loads entered. Load Fact(ts wilbp applied4fdr"Iculationte • • • • • Load for Span Number 1 Uniform Load: D = 0.0250, Lr= 0,020, W =-0.08620 k/ft, Tributary Width = 1.0 ft "';" " " ""% Load for Span Number 2 000000 • * • * 0 Uniform Load : D = 0.0250, Lr = 0.020, W =-0.05305 k/ft, Extent = 0.0 -->> 3.70 ft, Tributary Width = 1.0 ft 0000 • : Uniform Load : D = 0.1830, Lr = 0.1460, W =-0.3870 k/ft, Extent = 3.70 -->> 15.110 ft, Tributary Width = 1.0 ft ' • . • .' : ""' • • • • • Point Load: D=0.4830, Lr=0.3940, W=-1.184k@3.Oft .••••. 0000 .•;��' DESIGN SUMMARY M aximum ing = k-ft Maxim • •• Lod Combination +D+9.68+H Load Combination : ' : . +D+Lr+H . • •. ; Location of maximum on span 7.439ft Location of maximum on span • : • 0 TV10 ft • Span #where maximum occurs Span # 2 Span #where maximum occurs 00 • • • 0 • )Imp 2 •• • •,• •: Maximum Deflection Max Downward L+Lr+S Deflection 0.062 in Max Upward L+Lr+S Deflection -0.028 in Max Downward Total Deflection 0.077 in Max Upward Total Deflection -0.064 in - Maximum Forces & Stresses for Load Combinations' Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Overall MAXimum Envelope Dsgn. L = 2.20 ft 1 0.17 0.17 2.27 Dsgn. L = 15.11 ft 2 9.68 9.68 2.52 +D Dsgn. L = 2.20 ft 1 -0.06 0.06 1.26 Dsgn. L = 15.11 ft 2 5.38 -0.06 5.38 1.40 +D+Lr+H Dsgn. L = 2.20 ft 1 -0.11 0.11 2.27 Dsgn. L = 15.11 ft 2 9.68 -0.11 9.68 2.52 +D+0.750Lr+0.750L+H Dsgn. L = 2.20 ft 1 -0.10 0.10 2.02 Dsgn. L = 15.11 ft 2 8.60 -0.10 8.60 2.24 +D+W+H Dsgn. L = 2.20 it 1 0.15 0.15 1.54 Dsgn. L = 15.11 ft 2 0.15 -6.20 6.20 1.59 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 2.20 ft 1 0.06 0.06 0.08 Dsgn. L = 15.11 It 2 0.06 -0.18 0.18 0.08 +D+0.750 L+0.750S+0.750 W+H Dsgn. L = 2.20 ft 1 0.10 0.10 0.84 Dsgn. L = 15.11 ft 2 0.10 -3.31 3.31 0.84 +D+0.750Lr+0.750L+0.5250E+H Dsgn. L = 2.20 ft 1 -0.10 0.10 2.02 Dsgn. L = 15.11 ft 2 8.60 -0.10 8.60 2.24 +O.60D+W+H Dsgn. L = 2.20 ft 1 0.17 0.17 2.05 Dsgn. L fi0' IbIscayne Blvd New Addition 0.17 -8.36§ 8.35 2.1 b2/19/2016 I 1125 biscayne blvd new additioMstrc110125 Biscayne Blvd new addition (plan changes)1calc110125 biscayne blv.ec6 General Beam Analysis ENERCALC, INC.1983-2011, Build:6.11.6.23,Vec6.11.6.23 Description : Girder truss 6 Overall Maximum Deflections - Unfactored Loads Load Combination Span Max. ' " Defl Location in Span Load Combination Max. "+" Defl Location in Span W Only 1 0.0767 0.000 0.0000 0.000 2 0.0000 0.000 W Only -0.1667 7.555 Vertical Reactions'- Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum -2.992 -2.994 D Only 1.316 1.403 Lr Only 1.057 1.121 W Only -2.992 -2.994 D+Lr 2.373 2.524 D+W -1.676 -1.591 D+Lr+W -0.619 -0 470 _.... • • •••• •••••• •••••• •• •• •••••• • •••• • ••••• • •••••• •••• ••••• •• •• •••• •••••• • • • • • •••••• 10125 Biscayne Blvd New Addition 10 02/19/2016 • ROJ , 'NAm.E. ioim 5jaciaqne 5iv Eastern Engineering Group 3401 NW 82nd Avenue Suite 371), Doral, FL 33122-1052 PROJ No.: 6r-4�,o DATIE: 013-15-15 T.305,599,9133-F.'305.599.8076-www.easterneg.com DESIGNEE) BY: M.B. PAGE. REVIEWED BY: R.L. OR GP, i x wrr ns. 1 &a. n, 25- 4: 2 2 y X1 diA J • **Vee 0*09:0 00 00666* !00000 12P 10125 Biscayne Blvd New Addition 10 11/06/2015 10125 Biscayne Blvd New Addition 02/19/2016 File: C:lUsers1ws261Documents\ENERCALC Data Files110125 biscayne blv.ec6 Steel Beam ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : Steel Beam (uplift) Material, Properties Calculations per AISC 360.05, IBC 2009, CBC 2010, ASCE 7-05 Analysis Method: Allowable Stress Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 W (1.468 Span = 10.80 ft C12MO.7 l... -- -- --- .._._.... .._..._.._ Span = 10.110 ft C 12)(20.7 a r._..- ---.a-a.a a._..-._.._•.� 0 • • • _. ......--------- Applied Loads. M _ _ , . _ _ _ Service loads entered. Load lie d F a Iled for calculations. • pp � • Loads on all spans... •••;•• •• •• •••••• Uniform Load on ALL spans: W = 1.468 ktft • • • • • • • • DESIGN SUMMARY "' ''a • • • .._._..._._.. T Maximum Bending Stress Ratio = - - ... 0.315: 1 Maximum ........ .........-........ Shear Stress Ratio - • • • • __' • 0.161 : 1 • • • Section used for this span C12X20.7 Section used for this span • • • • • • C4 2X20.7 W• • • • • • • Mu: Applied 20.123 k-ft a Vu : Applied 00 00 a s 6.40 k a a a a a a Mn / Omega: Allowable 63.872 k-ft Vn/Omega : Allowable ...... 69.790 k .' Load Combination +D+W+H Load Combination : 0 +p+W+H ...!.;. Location of maximum on span 10.800ft Location of maximum on span 0. ;"1C.E00 ft • Span # where maximum occurs Span # 1 Span # where maximum occurs • • y"q # 1 i • • • • i • • • Maximum Deflection Go Max Downward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Upward L+Lr+S Deflection 0.000 in Ratio = 0 <360 Max Downward Total Deflection 0.055 in Ratio = 2366 Max Upward Total Deflection -0.000 in Ratio = 357870 Maximum Forces & Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega +D+W+H Dsgn. L = 10.80 ft 1 0.315 0.161 12.52 -20.12 20.12 106.67 63.87 1.00 1.00 9.79 101.52 60.79 Dsgn. L = 10.11 ft 2 0.315 0.155 10.04 -20.12 20.12 106.67 63.87 1.00 1.00 9.41 101.52 60.79 +D+0.750Lr+0.750L+0.750W+H Dsgn. L = 10.80111 1 0.236 0.121 9.39 -15.09 15.09 106.67 63.87 1.00 1.00 7.34 101.52 60.79 Dsgn. L = 10.11 ft 2 0.236 0.116 7.53 -15.09 15.09 106.67 63.87 1.00 1.00 7.06 101.52 60.79 +D+0.750L+0.750S+0.750W+H Dsgn. L = 10.80 It 1 0.236 0.121 9.39 -15.09 15.09 106.67 63.87 1.00 1.00 7.34 101.52 60.79 Dsgn. L = 10.11 ft 2 0.236 0.116 7.53 -15.09 15.09 106.67 63.87 1.00 1.00 7.06 101.52 60.79 +0.60D+W+H Dsgn. L = 10.80 ft 1 0.315 0.161 12.52 -20.12 20.12 106.67 63.87 1.00 1.00 9.79 101.52 60.79 Dsgn. L = 10.11 ft 2 0.315 0.155 10.04 -20.12 20.12 106.67 63.87 1.00 1.00 9.41 101.52 60.79 Overall Maximum Deflections • Unfactored Loads Load Combination Span Max. " " Defl Location in Span Load Combination Max. "+" Defl Location in Span 1 0.0000 0.000 0.0000 0.000 2 0.0000 0.000 0.0000 0.000 Vertical Reactions - Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 6.064 19.202 5.430 W Only 6.064 19.202 5.430 10125 Biscayne Blvd New Addition 12 02/19/2016 Steel Beam File: C:\Users\ws261Documents\ENERCALC Data FileW0125 biscayne blv.ec6 ENERCALC, INC.1983-2011, Buitd:6.11.6.23, Ver.6.11.6.23 Description : Steel Beam (gravity) Material Properties Calculations per RISC 360.05, IBC 2009, CBC 2010, ASCE 7.05 Analysis Method: Allowable Stress Design Fy : Steel Yield: 50.0 ksi Beam Bracing: Beam is Fully Braced against lateral -torsional buckling E: Modulus: 29,000.0 ksi Bending Axis: Major Axis Bending Load Combination 2006 IBC & ASCE 7-05 Span = 10.80 ft C 12X20.7 i Applied Loads _ Loads on all spans... Uniform Load on ALL spans : D = 0.6650, L = 0.5380 klft DESIGN SUMMARY Maximum Bending Stress Ratio = Section used for this span Mu: Applied Mn / Omega: Allowable Load Combination Location of maximum on span Span # where maximum occurs Maximum Deflection Max Downward L+Lr+S Deflection Max Upward L+Lr+S Deflection Max Downward Total Deflection Max Upward Total Deflection D(0.6650) L(0.5380) _ W y. Span = 10.110 ft C12X20.7 Service loads entered. Load Factoiswlll 6e applied for calculations. •' • 0.258: 1 Maximum Shear Stress Ratio = 0000 • 0.132 : 1 • • • 6 • C12X20.7 Section used for this span • • • • 0010W0.7 • • : so 16.491k-ft Vu:Applied •. •. ..Z43 k ... .• 63,872k-ft Vn/Omega: Allowable ••...• 6D.790 k r' +D+L+H Load Combination : . +DtL+H • • • a :. 10.800ft Location of maximum on span ; • •'10900 ft Span # 1 Span # where maximum occurs • • • • �e �n # 1 • • ;• • 0.020 in Ratio = 6458 0.000 in Ratio = 0 <360 0.045 in Ratio = 2888 -0.000 in Ratio = 436702 Maximum Forces-& Stresses for Load Combinations Load Combination Max Stress Ratios Summary of Moment Values Summary of Shear Values Segment Length Span # M V Mmax + Mmax - Ma - Max Mnx Mnx/Omega Cb Rm Va Max Vnx Vnx/Omega Dsgn. L = 10.80 ft 1 0.143 0.073 5.67 -9.12 9.12 106.67 63.87 1.00 1.00 4.44 101.52 60.79 Dsgn. L = 10.11 ft 2 0,143 0.070 4.55 -9.12 9.12 106.67 63.87 1.00 1.00 4.26 101.52 60.79 +D+L+H Dsgn. L = 10.80 ft 1 0.258 0.132 10.26 -16.49 16.49 106.67 63.87 1.00 1.00 8.02 101.52 60.79 Dsgn. L = 10.11 ft 2 0.258 0.127 8.23 -16.49 16.49 106.67 63.87 1.00 1.00 7.71 101.52 60.79 +D+0.750Lr+0.750L+H Dsgn. L = 10.80 It 1 0.229 0.117 9.12 -14.65 14.65 106.67 63.87 1.00 1.00 7.13 101.52 60.79 Dsgn. L = 10.11 ft 2 0.229 0.113 7.31 -14.65 14.65 106.67 63.87 1.00 1.00 6.85 101.52 60.79 +D+0.750L+0.750S+H Dsgn. L = 10.80 ft 1 0.229 0.117 9.12 -14.65 14.65 106.67 63.87 1.00 1.00 7.13 101.52 60.79 Dsgn. L = 10.1111 2 0.229 0.113 7.31 -14.65 14.65 106.67 63.87 1.00 1.00 6.85 101.52 60.79 +D+0.750 Lr+0.750L+0.750W+H Dsgn. L = 10.80 ft 1 0.229 0.117 9.12 -14.65 14.65 106.67 63.87 1.00 1.00 7.13 101.52 60.79 Dsgn. L = 10.11 ft 2 0.229 0.113 7.31 -14.65 14.65 106.67 63.87 1.00 1.00 6.85 101.52 60.79 +D+0.750L+0.750S+0.750W+H Dsgn. L = 10.80 It 1 0.229 0.117 9.12 -14.65 14.65 106.67 63.87 1.00 1.00 7.13 101.52 60.79 Dsgn. L = 10.11 ft 2 0.229 0.113 7.31 -14.65 14.65 106.67 63.87 1.00 1.00 6.85 101.52 60.79 +D+0.750Lr+0.75O L+0.5250E+H Dsgn. L = 10.80 ft 1 0.229 0.117 9.12 -14.65 14.65 106.67 63.87 1.00 1.00 7.13 101.52 60.79 Dsgn. L = 10.11 ft 2 0.229 0.113 7.31 -14.65 14.65 106.67 63.87 1.00 1.00 6.85 101.52 60.79 +D+0.750 L+0.750 S+0.5250 E+H Dsgn. L = 10.80 ft 1 0.229 0.117 9.12 -14.65 14.65 106.67 63.87 1.00 1.00 7.13 101.52 60.79 Dsgn. L = 10.11 ft 2 0.229 0.113 7.31 -14.65 14.65 106.67 63.87 1.00 1.00 6.85 101.52 60.79 Overall Maximum Deflections • UnfactoredLoads Load Combination Span Max. "" Dell Location in Span Load Combination Max. "+" Defl Location in Span 0.0000 0.000 0.0000 .000 Steed Beam File: C:1Users1ws261Documents\ENERCALC Data Files110125 biscayne blv.ec6 ENERCALC, INC.1983.2011, Build:6.11.6.23, Ver.6.11.6.23 Description : Steel Beam (gravity) Overall Maximum Deflections " Unfactored Loads Load Combination Span Max. "= Defl • Location in Span Load Combination Max. "+" Defl Location in Span 2 0.0000 0.000 0.0000 0.000 Vertical Reactions • Unfactored Support notation : Far left is #1 Values in KIPS Load Combination Support 1 Support 2 Support 3 Overall MAXimum 4.969 15.735 4.450 D Only 2.747 8.698 2.460 L Only 2.222 7.037 1.990 D+L 4.969 15.735 4.450 • • •••• •••••• •••••• •• •• •••••• • •••••• • • •••••• • •••••• •••• ••••• •• •• •••• •••••• • • • • • •••••• •••••• • • • 10125 Biscayne Blvd New Addition 14 02/19/2016 .4 • PROD. NAME: 10125 516caple Blv,,, Eastern Engineering Group 3401 NW 82nd Avenue Suite 370, Doral, FL33122-1052 PROJ NO.: 15 -450 DATE. 09-1$-Ir✓ - T. 305.599.8133 • F. 305.599.8076 • www.easterneg.com DESIGNED BY: M.B. PAGE: REVIEWED BY: RL. OR G.P. LL - �D JJ 9. z kl ..:... V�v �r {�,� •••••• 10125 Biscayne Blvd New Addition 15 02/19/2016 General Footing File: C:kUserskxs261DocumentslENERCALCData Files\10125biscayneblv.ecb g ENERCALC, INC. 1963.2011, Build:6.11.6.23, Ver.6.11.6.23 Description : 3x3 load capacity Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density rp Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Include Pedestal Weight as DL i Dimensions Width parallel to X-X Axis = Length parallel to Z-Z Axis = Footing Thicknes = Pedestal dimensions... px : parallel to X-X Axis = pz : parallel to Z-Z Axis Height Rebar Centerline to Edge of Concrete.. at Bottom of footing = Calculations per ACI 318.08, IBC 2009, CBC 2010, ASCE Soil Design Values = 3.0 ksi Allowable Soil Bearing = 2.0 ksf = 60.0 ksi Increase Bearing By Footing Weight = No = 3,122.0 ksi Soil Passive Resistance (for Sliding) = 150.0 pcf = 145.0 pcf Soil/Concrete Friction Coeff. = 0.30 = 0.90 = 0.750 Increases based on footing Depth Footing base depth below soil surface = 0.0 ft = 0.00140 Allowable pressure increase per foot of deptl= 0.0 ksf = 0.00180 when footing base is below = 0.0 ft = 1.0:1 = 1.0 : 1 Increases based on footing plan dimension Yes Allowable pressure increase per foot ofdept = 0.0 ksf Yes when maximum length or width is greater4 0.0 ft No 3.0 it 3.0 ft 12.0 in 0.0 in 0.0 in 0.0 in 3.0 in rA Reinforcing 310" .' ". Bars parallel to X-X Axis Number of Bars - 3.0 • Reinforcing Bar Size = # 5 """ " •' """ Bars parallel to Z-Z Axis • • • • • • :. • • • Number of Bars = 3.0 ' Reinforcing Bar Siz( _ # 5 • • • • • • . Bandwidth Distribution Check (ACI 15.4.4.2) 1...... Direction Requiring Closer Separation n/a •.. •. •' # Bars : :. required within zone n/a . . .. • • # Bars required on each side of zone n/a Applied Loads • • • • • • • D Lr L S W E ••H • P : Column Load = 15.0 0.0 0.0 0.0 0.0 0.0 0.0 k OB : Overburden = 0.0 0.0 0.0 0.0 ......................... 0.0 0.0 ................................... 0.0 ksf Mxx =...................................0. 0 .......... -...-...........-..--......0. o-............................ 0. 0 0.....................__..0.0......................................0.0 0.0 k-ft M-zz = 0.0 0.0 0.0 ---------...-- 0.0 .....---- - ... - 0.0 0.0 ---- 0.0 k-ft V-x _... - ---- = 0.0 - 0.0 0.0 0.0 0.0 0.0 0.0 k V-z = 0.0 0.0 0.0 0.0 0.0 0.0 0.0 k 10125 Biscayne Blvd New Addition 16 02/19/2016 General Footing File C:lUserslm261DommentsVENERCALCData Files110125biscayneblv.ec6 ENERCALC, INC.1983-2011, Build:6.11.6.23, Ver.6.11.6.23 Description : 3x3 load capacity DESIGN SUMMARY Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.9060 Soil Bearing 1.812 ksf 2.0 ksf +D PASS nla Overturning - X-X 0.0 k-ft 0.0 k-ft No Overturning PASS nla Overturning - Z-Z 0.0 k-ft 0.0 k-ft No Overturning PASS nla Sliding - X-X 0.0 k 0.0 k No Sliding PASS nla Sliding - Z-Z 0.0 k 0.0 k No Sliding PASS nla Uplift 0.0 k 0.0 k No Uplift PASS 0.2163 Z Flexure (+X) 2.625 k-ft 12.131 k-ft +1.40D PASS 0.2163 Z Flexure (-X) 2.625 k-ft 12.131 k-ft +1.40D PASS 0.2163 X Flexure (+Z) 2.625 k-ft 12.131 k-ft +1.40D -PASS 02163- X Flexure (Z) •2.625 k-ft 12.131 k-ft- --+1.40D PASS 0.1999 1-way Shear (+X) 16.420 psi 82.158 psi +1.40D PASS 0.1999 1-way Shear (-X) 16.420 psi 82.158 psi +1.40D PASS 0.1999 1-way Shear (+Z) 16.420 psi 82.158 psi +1.40D PASS 0.1999 1-way Shear (-Z) 16.420 psi 82.158 psi +1.40D PASS 0.3691 2-way Punching 60.655 psi 164.32 psi +1.40D Detailed Results Soil Bearing Rotation Axis & Actual Soil Bearing Stress Actual I Allowable _ Load Combination... Gross Allowable Xecc Zecc +Z +Z -X -X Ratio X-X, +D 2.0 nla 0.0 1.812 1.812 nla nla 0,906 _ Z-Z, +D 2.0 0.0 nla nla nla 1.812 1.812 0.906 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status Footing Has NO Overturning Sliding Stability All units k Force Application Axis .... Load Combination... Sliding Force Resisting Force Sliding SafetyRatio Status Footing Has NO Sliding Footing Flexure ...... .. .. ...... Flexure Axis &Load Combination Mu Which Tension @ Bot. As Req'd Gvrn. As Actual As..:.. Phi*Mn . Status + k-ft Side ? or Top ? inA2 inA2 inA2 k-ft • • • • • X-X, +1.40D 2.625 +Z Bottom 0.26 Bendinq 0.34 ... • 12.131 • •OK + • X-X,+1.40D 2.625 -Z Bottom 0.26 Bendinq 03j.... 12.13,9•.• Z-Z, +1.40D 2.625 -X Bottom 0.26 Bendinq 0 3 • 12.li3l • • • • •QK • • • QIZ Z-Z, +1.40D 2.625 +X Bottom 0.26 Bendinq 0 3� . One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu ~Vpi • Status • • • +1.40D 16.42 psi 16.42 psi 16.42 psi 16.42 psi 16.42 psi • • �2.1F psi �QQ �99 ; ?IP • • ; Punchingi Shear Al units k Load Combination... Vu Phi*Vn Vu I Phi*Vn Status +1.40D 60.655 psi 164.32psi 0.3691 OK 10125 Biscayne Blvd New Addition 17 02/19/2016 Project Name:11 025 PAREDES RESIDENCE Date:2117112 ._ _V'Id f�frd rs�i;n .lull = 1 I'1 Ditt` _I a 115.0 Kzt = 1:0 K := 0.8 • ;= 0.8 CT 1:3 zg 700.0 Z :=.300;0 m Miami Dade Broward " Category L. ............. V= 165 mph ........ V=156 mph Wind Velocity (mph) Category II..............V=175 mph ........ V=170 mph Category III & IV ..... V=186 mph ........ V=180 mph Topographic Factor Wind Directionality Factor (see table 26.6-9) ASCE 7-10 ....Kd=0.85 Gust Factor (Rigid Structure) , et Force Coefficients (see Figure 6-20 through 6-23) For Solid Signs: slh<0.16 & 0.2<Bls<10...... Cf=1.85 For Freestanding Walls: slh>=1 & B/s=1.................. Cf=1.45 slh>=1 & B/s=2.................. Cf=1.40 s/h>=1 & B/s=5..................CF=-1.35 slh>=1 & B1s=10................Cf=1.30 Values. for Terrain exposure constants a and zg: ExposureB— Value a =7 , Value zg=1200 ExposureC— Value a =9.5 , Value zg=900 Exposure D--- Value a =11.5 , Value zg=700 Height of Top of Sign (ft) Z = if(Z < 15,15,Z) 2 Z °C KZ := 2.01 ) (zg qz := 0.00256•Kz•Kzt•Kd• V ! ��►1a�a�l� �i�SI�IIti;�iVi�� �.t��ds� pz := max[0.6(gZ G•Cf),10] i= gsf lxr Psf Eastern R9r&MgRe WPv I�lew Addition 18 02/19/2016 PROJ.NAME, 10125 51scayne 51v 1 Eastern Engineering Graap 3401 NW 82nd Avenue Suite 370, Doral, FL 33122-1052 PROJ No.: 15-4F20 DATE: O9-I5-15 T. 305.599.9133 • F. 305.599.8076• www.easterneg.com DE51CaNED BY: M.B. PAGiE: REVIEWED BY: R.L.. OR G.P. to o 4% 14-A tsk G .00 .. . . . • • ...... • •••••• .... . ..... •••••• •••• ••••• .. .. .... ...... ...... . •••••• •• • •••• • 10125 Biscayne Blvd New Addition 19 02/19/2016 Title : Job # Dsgnr . t -;,; Date: 5:06PM, 5 NOV 15 Description, Scope Code Ref: ACI 31M2, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Pev: WOM Page 1 r Uw., KW604804, Ver6,8.0,1-Deo-2003 Cantilevered Retaining n 9 Wall Design CMC0^AI r ri-;- Q^fl- r- nn10126 biscame blr.ecw:Calculations Description Criteria Retained Height = 1.33 ft Wall height above soil = 6.00 ft Slope Behind Wail - 0.00: 1 Height of Soil over Toe = 16.00 In Soil Density = 110.00 pcf Wind on Stem = 0.0 psf .. __.....___._ Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 psf Used for Sliding & Overturning Design Summary Total Bearing Load = 1,913 Ibs ...resultant ecc. = 7.79 in 1 Soil Data -+ �� Footing Strengths & Dimensions Allow Soil Bearing = 2,000.0 psf fc = 3,000 psi Fy = 60,000 psi Equivalent Fluid Pressure Method Min. As % = 0.0014 Heel Active Pressure = 36.0 psf/ft Toe Width = 1.00ft Toe Active Pressure = 0.0 psflft Heel Width = 1.67 Passive Pressure = 150.0 psf/ft Total Footing Width =6T Water height over heel = 0.0 ft Footing Thickness _ - 12.00 in FootingilSoll Friction = 0.300 Key Width - 0.00 in Soil height to ignore Key Depth _ 0.00 in for passive pressure - 0.00 in Key Distance from Toe _ - 0.00 ft Cover @ Top = 3,00 in @ Btm.= 3.00 In FLateral Load Applied to Stem Axial Load Applied to Stem Lateral Load = 37.6 #/ft Axial Dead Load = 577.0 Ibs ...Height to Top = 7.33 ft Axial Live Load 0.0 Ibs ...Height to Bottom - 1.33 ft Axial Load Eccentricity = 0.0 In Soil Pressure @ Toe = 1,859 psf OK Soil Pressure @ Heel - 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,567 psf ACI Factored @ Heel = 0 psf Footing Shear @ Toe = 15.0 psi OK Footing Shear @ Heel = 4.5 psi OK Allowable = 93.1 psi Wall Stability Ratios Overturning = 2.03 OK Sliding = 3.07 OK Sliding Calcs (Vertical Component Used) Lateral Sliding Force 320.4 Ibs less 100% Passive Force- 408.3 Ibs less 100% Friction Force= - 573.9 Ibs Added Force Req'd = 0.0 lbs OK ....for 1.5 : 1 Stability = 0.0 Ibs OK i=ootin Design Results Toe Heel Factored Pressure = 2,567 0 ps Mu': Upward = 1,417 0 ft Mu' : Downward = 283 329 ft Mu: Design = 1,134 329ft Actual 1-Way Shear = 14.98 4.52 ps Allow 1-Way Shear = 93.11 93.11 ps Toe Reinforcing = None Spedd Heel Reinforcing = None Spec'd Key Reinforcing = None Spec'd Stem Construction Top Stem f -# # i i Stem OK Design height ft= 0.00 Wall Material Above "Ht" = Masonry Thickness - 8.00 Rebar Size = # 4 Rebar Spacing = 16.00 Rebar Placed at = Edge Design Data fb1FB + fa/Fa = 0.748 Total Force @ Section Ibs = 256.3 Moment.... Actual ft-0= 989.5 Moment....Allowable = 1,420.5 Shear..... Actual psi = 4.5 Shear.....Allowable psi = 38.7 066800 Bar Develop ABOVE Ht. in = 24.00 • • 0000 • • • • • • Bar Lap/Hook BELOW Fit. in = 6.00 • • • • • .••'•: • Wall Weight = 84.0 •••••• 000000 Rebar Depth 'd' In = 5.25 • • •: • • • • • Masonry Data • I'm psi= 1,500 •""• :•••;. Fs psi = 24,000 • • •' • • • • • • Solid Grouting = Yes •••••• •••• ••••• Special Inspection - Yes . • • • 00090 • • • • • • ModularRatlo'n' = 26.78 ' Short Term Factor = 1.000 • • • • Equiv. Solid Thick. In = 7.60 ' ' : • • • : • """ Masonry Block Type = Normal Weight : • • • ' : • • • • ; Concrete Data • rc psi = Fy psi = Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S' Fr Heel: Not req'd, Mu < S ` Fr Key: No key defined 10125 Biscayne Blvd New Addition 20 02/19/2016 Title : Job # Dsgnr: _ -Date: 5:06PM, _5 NOV.15z - Description Scope: Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev:58=5 us.r: KW-OSDOD4, Ver6.8,0, I-DeG.2M Cantilevered Retaining Wall Desi9 n Page 2 (c)1983-2DD3 ENERCALC Engineering Software �+ 10126 bisoayne Wv.eow:Ceiouletiorrs Description Summary of Overturning & Resisting Forces & Moments - ..... OVERTURNING ..... .....RESISTING..... Force Distance Moment Force Distance Moment Item Ibs It ft-# Ibs ft ft-# Heel Active Pressure - 95.0 0.78 73.8 Soil Over Heel = 146.8 2.17 318.3 Toe Active Pressure = Sloped Soil Over Heel - Surcharge Over Toe = Surcharge Over Heel - Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load - 225.4 5.33 1,201.2 Axial Dead Load on Stem = 577.0 1.33 769.3 Load @ Stem Above Soil = Soil Over Toe - 146.7 0.50 73,3 SeismicLoad - Surcharge Over Toe = Total = 320.4 O.T.M. = 1,275.0 Earth @ Stem Transitions= Res! stinglOverturning Ratio - 2.03 Footing Weight = 400.5 1.34 534.7 Vertical Loads used for Soil Pressure = 1,913.2 ibs Key Weight = Vert. Component - 26.5 2.67 70.7 Vertical component of active pressure used for soil pressure Total = 1,913.2 Ibs R.M.= 2,587.3 + • •• +• •••• ••w••• • • • • • •••••• •••+% 00*0 w• • 10125 Biscayne Blvd New Addition 21 02/19/2016 Dl= 577., LL= 0.00054, Ecc= Q.OD05in Pp= 408.33# jjjjjjjjPPPPv� 95.006# 1859.4psf •••• • • • • •••• •••••• •• • • • • • • • • •••••• •• •• •••••• • •••••• • • •••••• •••• • ••••• •••••• ••••• •••• • • • • •• •• •••• •••••• • •••••• • • • • • • •••••• 10125 Biscayne Blvd New Addition 22 02/19/2016