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REV-07-21-1780, 29 NE 102nd St:::.' 23 126 7J Miami Shores Village �I a� Building Department vl�! a 10050 N.E.2nd Avenue, Miami Shores, Florida 33138 lr� Tel: (305) 795-2204 Fax: (305) 756-8972 .gY' INSPECTION LINE PHONE NUMBER: (305) 762-4949 F BC \1hV` BUILDING Master Permit NoRc- - `C' ` ?-3CO73 PERMIT APPLICATION Sub Permit No.C"�Gv-O�'2I- t�80 ❑ BUILDING ❑ ELECTRIC ❑ ROOFING REVISION ❑ EXTENSION ❑ RENEWAL ❑ PLUMBING ❑ MECHANICAL [:]PUBLIC WORKS ❑ CHANGE OF [:]CANCELLATION ❑ SHOP C CONTRACTOR DRAWINGS JOB ADDRESS: 2 N C U 2 ` -T oo City: Miami Shores / C County: Miami Dade Zip: 3 3 13 () � W Folio/Parcel#: iI ?013 l (60 Is the Building Historically Designated: Yes NO Occupancy Type: Load: Construction Type: Flood Zone: BFE: FFE: OWNER: Name (Fee Simple Titleholder): C Ct, f 1 u S jNv1 d ra Phone#: 78 G — 76 Z — 4a oto Address: '2 q � 1 U Z �` d City: I' 14 (A, wV� - y ,S \A tS State: Zip: �3 138 n Tenant/Lessee Name: Phone#: Email: C In vi S �ti t1v. U l V c �(� @ g YVI0, xCONTRACTOR: Company Name: 78(,- " 46d OS(op Address: ] 3Z uo City: D IpA - l r� r' State: F(— Zip: Z36 S `-t Qualifier Name: Phone#: State Certification or Registration 41, �,�" �_' � � �� Certificate of Competency #: DESIGNER: Architect/Engineer: C 0.1 Vy\,a Lo VZ o Su. Le S A- a Phone#: 79 6 — Z uo — � S G 8 Address: 5710 SW C 44 S �- • City: M k& State: (, Zip: 33 1¢3 Value of Work for this Permit: $ 351000 Square/Linear Footage of Work: (75 5 )Li kG•c,, Type of Work: [Addition ❑ Alteration ❑ New ❑ Repair/Replace ❑ Demolition Description of Work: CIA °"^ or e Xx' ) k'k ti k-ru r" S Specify color of color thru tile: Submittal Fee $ Permit Fee $ �� �5� CCF $ 2) • CO/CC $ Scanning Fee $ �d " Radon Fee $ 1 0 • DBPR $ ( S• Notary $ Technology Fee $2CO. 2 Training/Education Fee $ C'J� Double Fee $ Structural Reviews $ �Bond $ TOTAL FEE NOW DUE $ (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 Application is hereby made to obtain a permit to do the work artd 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 exceedi g $2500, the applicant must promise in good faith that a copy of the notice of commencement and construction lien law bra hur ill be delivered to the person whose property is subject to attachment. Also, a certified copy of the recorded notice of comm m n ust be posted at the job site for the first inspection which occurs seven (7) days after the building permit is issued. In he a s ce of such posted notice, the inspection will not be approved and a reinspection fee will be charged. SignZ�eggolng _ OWNER AGENT The instrument was acknowledged before me this ;I01- day of 20 by N 1 l: r l S-fi an 11104- , who is onally know to me or who has produced identification and who did take an oath. NOTARY PUBLIC: Sign: Print: M Seal: a,% PMATTHEWLAND Commission # GG 915126 Expires October 12, 2023 Signatu The foregoitM instrument was acknowledged before me this 1[J` day of 20 by �"tbtkc, T---C who is onally known o as me or who has produced identification and who did take an oath. NOTARY PUBLIC: as Sign: Print:ytF-4" Seal: *w!g4�, '`• • MATTHEWIAND for,#Biitillf124 * "` MAW 12, 2122 ���NNa1ry�MIMM s OF Flo Bwded Thm B4d Nohry 9efYkA{ i APPROVED BY Plans Examiner Zoning yt'*41-1f 2 Structural Review Clerk (Revised02/24/2014) l3 L/ I &I I I --j L2 � Z engineering inc www.arpe-eng.com June 30, 2021 C1 T Miami Shores Village Hall Building & Zoning 10050 NE 2nd Ave, Miami Shores, FL 33138 co Re: Ulvert-Andrade PY 21 NE 102ND Street "•• Miami Shores, FL 33138 Y . •••Y •••• ••• ,YYY• •• Attn: Plan Revieweroleo •••••• •. ..... Dear Sir or Madam, goo* • F • •YYY• .... •••• ••••• Please below MEP Changes Revision #3: .. .. • • • Y • • • see under Mechanical: • • • • Permit Set Plans have been updated to include the New Addition : •4erriodel awd• • •Soo* ' • Enlargement of the Kitchen. Electrical: • Permit Set Plans have been updated to include the New Addition : Remodel and Enlargement of the Kitchen. Plumbing: • Permit Set Plans have been updated to include the New Addition : Remodel and Enlargement of the Kitchen. If you may have further questions, please contact us at your earliest convenience. Sincerely, JUL a 7 2o21 Amarilis odriguez, P.E ARPE Engineering, Inc. Q:\19-0816 ULVERT-ANDRADE RESIDENCE 21 NE 102 ST MIAMI SHORES (CAMILO ROSALES)\DOCS\N-06-30-2021 REV 3.doc 2020 Ponce De Leon Boulevard Suite 1002, Coral Gables, Florida 33134 Ph 305.444.9809 Fax Wechanical >Electrical >Plumbing > Fire Protection >C.A. >LEED Certification . . .... ...... ...... .. ...... .... .... . . .... .... ..... ...... ... . ..... .. .. .. ...... . . .. . ...... Structural Calculations For: Ulvert-Andrade Residence 21 N.E. 102nd Street Miami Shores, FL 33138 FL Registration No. 60735 Cert. of Authorization No. 27054 205 Santillane Avenue, Coral Gables, Florida 33134 Tel: 305.649.4049 Fax: 305.649.4149 . . .• ...... .. ..... . . . ...... .. .....• ...... .... .... . . . .... .... ..... ...... ... . ..... .. .. .. ...... ...... . . .• . ...... . .. .. Wind Loads per ASCE 7-16 205 Santillane Avenue, Coral Gables, Florida 33134 Tel: 305.649.4049 Fax: 305.649.4149 MecaWind v2383 Software Developer: Meca Enterprises Inc., www.meca.biz, Copyright © 2020 Calculations Prepared by: Rochell Engineerin Inc. 205 santillane Avenue Coral Gables, FL, 33134 Location: 21 NE 102 St Miami Shores Date: Jun 24, 2021 Description: Designer: Alexander Rochell Ulvert- Residence File Location: \\10.1.10.3\Rocheng\00_Projects\VARIOUS\Ulvert-Andrade Residence (Camilo Rosales)\ • • CALCULATION\Wind Loads\Wind Loads Pressures.wnd • • • Basic hind Parameters Wind Load Standard = ASCE 7-10 Exposure Category Wind Design Speed = 175.0 mph Risk Category Structure Type = Building Building Type General Wind Settings Incl_LF = Include ASD Load Factor of 0.6 in Pressures DynType = Dynamic Type of Structure NF = Natural Frequency of Structure (Mode 1) Alt = Altitude (Ground Elevation) above Sea Level Bdist = Base Elevation of Structure SDB = Simple Diaphragm Building Reacs = Show the Base Reactions in the output MWFRSType = MWFRS Method Selected Topographic Factor per Fig 26.8-1 Topo = Topographic Feature Kzt = Topographic Factor Building Inputs RoofType: Building Roof Type = Hipped L Length Along Ridge = 35.330 ft Hip Ridge Hipped Length= 38.000 ft Slope Slope of Roof = 5.0 :12 Par Is there a Parapet = False Exposure Constants per Table 26.9-1: Alpha: Const from Table 26.9-1= 9.500 At: Const from Table 26.9-1= 0.105 Am: Const from Table 26.9-1= 0.154 C: Const from Table 26.9-1= 0.200 Overhang Inputs: Std = Overhangs on all sides are the same OHType = Type of Roof Wall Intersections OH = Overhang of Roof Beyond Wall • = C •••••• II •••• = Enclosed • •••••• True • • • • = Rigid •••'•• = 1.000 H, • = 0.000 f% • = 0.000 ft•••• = True = False = Ch 27 Pt 2 = None = 1.000 W Width Perp to Ridge= 75.000 ft EHt Eave Height = 17.830 ft RE Roof Entry Method = Slope Theta Roof Slope = 22.62 Deg Zg: Const from Table 26.9-1= 900.000 ft Bt: Const from Table 26.9-1= 1.000 Bm: Const from Table 26.9-1= 0.650 Eps: Const from Table 26.9-1= 0.200 = True = Sofit = 1.250 ft Gust Factor Calculation: Gust Factor Category I Rigid Structures - Simplified Method G1 = For Rigid Structures (Nat. Freq.>l Hz) use 0.85 = 0.85 Gust Factor Category II Rigid Structures - Complete Analysis Zm = 0.6 * Ht = 15.385 ft Izm = Cc * (33 / Zm) 0.167 = 0.227 Lzm = L * (Zm / 33) Epsilon = 429.229 Q = (1 / (1 + 0.63 * ((B + Ht) / Lzm)^0.63))^0.5 = 0.919 G2 = 0.925*((1+1.7*lzm*3.4*Q)/(1+1.7*3.4*lzm)) = 0.882 Gust Factor Used in Analysis G = Lessor Of G1 Or G2 = 0.850 Hain Wind Force Resisting System (MWFRS) Calculations per Ch 27 Part 2: EHt = Eave Height = 17.830 ft RHt = Ridge Height = 33.455 ft h = Mean Roof Height: 0.5*(EHt+RHt) = 25.643 ft Zh = Mean Roof Height for Kh: h + Base = 25.642 ft Kh _Dist = Since 15 ft [4.572 m) < Zh < Zg --> 2.01 * (Zh/zg)^(2/Alpha) = 0.950 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 Kd = Wind Directionality Factor per Table 26.6-1 = 0.85 GCPi = Ref Table 26.11-1 for Enclosed Building = +/-0.18 Theta = Slope of Roof = 22.62 Deg LF = Load Factor based upon ASD Design = 0.60 Wind Pressures per Ch 27 Part 2 - Normal to Ridge All wind pressures include a load factor of 0.6 L = Building Length Parallel To the Direction Of Wind = 75.000 ft B = Building Width Normal To the Wind Direction = 35.330 ft L/B = Ratio Of L / B = 2.123 LHD = Least Horizontal Dimension: Min(B, L) = 35.330 ft al = Min(0.1 * LHD, 0.4 * h = 3.533 ft a = Max(al, 0.04 * LHD, 3 ft [0.9 m]) = 0.000 ft 0.5*h = Parameter used to define zone width: 0.5*h = 12.821 ft Ph = Net pressure at the top Of the wall per Table 27.6-1 = 37.31 psf Po = Net pressure at the base Of the wall per Table 27.6-1 = 35.53 psf Ps = Side Wall Press: Table 27.6-1: 2<= L/B <= 5, use 0.64*Ph = -23.88 psf P1 = Leeward Wall Press: Table 27.6-1 : 2<= L/B <= 5, use 0.27*Ph = -10.07 Pwh = Windward Wall Pressure at the Top per Table 27.6-1: Ph + P1 0psf • = 27.24 psf • • Pwo = Windward Wall Pressure at the Base per Table 27.6-1: Po + P1 = 25.46 ps'f• • •••••• Povhl = Overhang Bottom with Roof Slope > 10 Deg, Load Case 1: 0.75*Pzl = 19.52 peif•+• •• Povhl = Overhang Bottom with Roof Slope > 10 Deg, Load Case 2: 0.75*Pzl = 11.24 ps4••• Povh3 = Overhang Bottom with Wind Par to Ridge, Load Case 1: 0.75*Pz3 = 30.19 pt�+••• Povh3 = Overhang Bottom With Wind Par to Ridge, Load Case 2: 0.75*Pz3 = 0.00 psf Lambda = Exposure Adjustment Factor for Roofs per Table 27.6-2 = 1.000 •+•••• Roof Pressures per Table 27.6-2 - Normal to Ridge ; • Zone Pressures Normal to Ridge + • Zone Load Load •• • Case 1 Case 2 psf psf ---- ------ ------ 1 -26.03 14.98 2 -26.22 -12.55 3 -40.25 0.00 4 -35.88 0.00 5 -29.44 0.00 A pressure of zero '0' indicates that the load case is not applicable for that zone. Wind Pressures per Ch 27 Part 2 - Parallel to Ridge All wind pressures include a load factor of 0.6 L = Building Length Parallel To the Direction Of Wind = 35.330 ft B = Building Width Normal To the Wind Direction = 75.000 ft L/B = Ratio Of L / B = 0.471 LHD = Least Horizontal Dimension: Min(B, L) = 35.330 ft al = Min(0.1 * LHD, 0.4 * h = 3.533 ft a = Max(al, 0.04 * LHD, 3 ft [0.9 m]) = 0.000 ft 0.5*h = Parameter used to define zone width: 0.5*h = 12.821 ft Ph = Net pressure at the top Of the wall per Table 27.6-1 = 42.70 psf Po = Net pressure at the base Of the wall per Table 27.6-1 = 41.02 psf Ps = Side Wall Press: Table 27.6-1: 0.2<= L/B <= 1, use 0.54*Ph = -23.06 psf P1 = Leeward Wall Press: Table 27.6-1 : 0.2<= L/B <= 1, use 0.38*Ph = -16.23 psf Pwh = Windward Wall Pressure at the Top per Table 27.6-1: Ph + P1 = 26.47 psf Pwo = Windward Wall Pressure at the Base per Table 27.6-1: Po + P1 = 24.79 psf Povhl = Overhang Bottom with Roof Slope > 10 Deg, Load Case 1: 0.75*Pzl = 19.52 psf Povhl = Overhang Bottom with Roof Slope > 10 Deg, Load Case 2: 0.75*Pzl = 11.24 psf Povh3 = Overhang Bottom with Wind Par to Ridge, Load Case 1: 0.75*Pz3 = 30.19 psf Povh3 = Overhang Bottom With Wind Par to Ridge, Load Case 2: 0.75*Pz3 = 0.00 psf Lambda = Exposure Adjustment Factor for Roofs per Table 27.6-2 = 1.000 Roof Pressures per Table 27.6-2 - Parallel to Ridge Zone Pressures Parallel to Ridge Zone Load Load Case 1 Case 2 ---- psf ------ psf ------ 1 -26.03 14.98 2 -26.22 -12.55 3 -40.25 0.00 4 -35.88 0.00 5 -29.44 0.00 A pressure of zero '0' indicates that the load case is not applicable for that zone. r • •••• •••••• • • • • Povh3 = Overhang Bottom With Wind Par to Ridge, Load Case 2: 0.75*Pz3 Lambda = Exposure Adjustment Factor for Roofs per Table 27.6-2 Roof Pressures per Table 27.6-2 - Parallel to Ridge Zone Pressures Parallel to Ridge Zone 1 2 3 4 5 A pressure of zero '0' = 0.00 psf 1.000 • o•••• • • • •„• • ••0••• •• -40.25 0.00 ••••�� -35.88 0.00 . • • • -29.44 0.00 " " •••� indicates that the load case is not applicab" i"!r that zone* Components And Cladding (C6C) Calculations per Ch 30 Part 1: • • • EHt = Eave Height •••� 17.439•tt RHt = Ridge Height = 33.455 ft h = Mean Roof Height: 0.5*(EHt+RHt) = 25.643 ft Zh = Mean Roof Height for Kh: h + Base -Dist = 25.642 ft Kh = Since 15 ft [4.572 m] < Zh < Zg --> 2.01 * (Zh/zg)^(2/Alpha) = 0.950 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 Kd = Wind Directionality Factor per Table 26.6-1 = 0.85 GCPi = Ref Table 26.11-1 for Enclosed Building = +/-0.18 LF = Load Factor based upon ASD Design = 0.60 qh = (0.00256 * Kh * Kzt * Kd * V^2) * LF = 38.00 psf LHD = Least Horizontal Dimension: Min(B, L) = 35.330 ft al = Min(0.1 * LHD, 0.4 * h = 3.533 ft a = Max(al, 0.04 * LHD, 3 ft [0.9 m)) = 3.533 ft Wind Pressures for C6C Ch 30 Pt 1 All wind pressures include a load factor of 0.6 Description Zone Width Span Area 1/3 Ref GCp GCp p p Rule Fig Max Min Max Min ft ft ft sq ft psf psf ----------- ---- ----- ------ ------ ----------- ----- ------ ----- ------ 10 sq. ft. 1 1.000 5.500 10.08 Yes 30.4-2B 0.499 -0.900 25.81 -41.02 10 sq. ft. 2 1.000 5.500 10.08 Yes 30.4-2B 0.499 -1.698 25.81 -71.37 10 sq. ft. 3 1.000 5.500 10.08 Yes 30.4-2B 0.499 -1.698 25.81 -71.37 10 sq. ft. 4 1.000 5.500 10.08 Yes 30.4-1 0.999 -1.099 44.81 -48.61 10 sq. ft. 5 1.000 5.500 10.08 Yes 30.4-1 0.999 -1.399 44.81 -59.99 20 sq. ft. 1 1.000 7.750 20.02 Yes 30.4-2B 0.440 -0.870 23.55 -39.89 20 sq. ft. 2 1.000 7.750 20.02 Yes 30.4-2B 0.440 -1.549 23.55 -65.71 20 sq. ft. 3 1.000 7.750 20.02 Yes 30.4-2B 0.440 -1.549 23.55 -65.71 20 sq. ft. 4 1.000 7.750 20.02 Yes 30.4-1 0.947 -1.047 42.81 -46.61 20 sq. ft. 5 1.000 7.750 20.02 Yes 30.4-1 0.947 -1.294 42.81 -55.99 50 sq. ft. 1 1.000 12.000 48.00 Yes 30.4-2B 0.364 -0.832 20.66 -38.45 50 sq. ft. 2 1.000 12.000 48.00 Yes 30.4-2B 0.364 -1.359 20.66 -58.49 50 sq. ft. 3 1.000 12.000 48.00 Yes 30.4-2B 0.364 -1.359 20.66 -58.49 50 sq. ft. 4 1.000 12.000 48.00 Yes 30.4-1 0.880 -0.980 40.27 -44.07 50 sq. ft. 5 1.000 12.000 48.00 Yes 30.4-1 0.880 -1.159 40.27 -50.90 100 sq. ft. 1 1.000 18.000 108.00 Yes 30.4-2B 0.300 -0.800 18.24 -37.24 100 sq. ft. 2 1.000 18.000 108.00 Yes 30.4-2B 0.300 -1.200 18.24 -52.44 100 sq. ft. 3 1.000 18.000 108.00 Yes 30.4-2B 0.300 -1.200 18.24 -52.44 100 sq. ft. 4 1.000 18.000 108.00 Yes 30.4-1 0.818 -0.918 37.90 -41.70 100 sq. ft. 5 1.000 18.000 108.00 Yes 30.4-1 0.818 -1.035 37.90 -46.17 200 sq. ft. 1 1.000 25.000 208.33 Yes 30.4-2B 0.300 -0.800 18.24 -37.24 200 sq. ft. 2 1.000 25.000 208.33 Yes 30.4-2B 0.300 -1.200 18.24 -52.44 200 sq. ft. 3 1.000 25.000 208.33 Yes 30.4-2B 0.300 -1.200 18.24 -52.44 200 sq. ft. 4 1.000 25.000 208.33 Yes 30.4-1 0.767 -0.867 35.99 -39.79 200 sq. ft. 5 1.000 25.000 208.33 Yes 30.4-1 0.767 -0.934 35.99 -42.34 500 sq. ft. 1 1.000 40.000 533.33 Yes 30.4-2B 0.300 -0.800 18.24 -37.24 Load Load Case 1 Case 2 psf psf -26.03 14.98 26 22 -12 55 500 sq. ft. 2 1.000 40.000 533.33 Yes 30.4-2B 0.300 -1.200 18.24 -52.44 500 sq. ft. 3 1.000 40.000 533.33 Yes 30.4-2B 0.300 -1.200 18.24 -52.44 500 sq. ft. 4 1.000 40.000 533.33 Yes 30.4-1 0.700 -0.800 33.44 -37.24 500 sq. ft. 5 1.000 40.000 533.33 Yes 30.4-1 0.700 -0.800 33.44 -37.24 Area = Span Length x Effective Width 1/3 Rule = Effective width need not be less than 1/3 of the span length GCp = External Pressure Coefficients taken from Figures 30.4-1 through 30.4-7 p = Wind Pressure: qh*(GCp - GCpi) [Eqn 30.4-1]* *Per Para 30.2.2 the Minimum Pressure for C&C is 9.60 psf [0.460 kPa] (Includes LF} For hi roofs with 7 P De < Theta <= 27 De edge 9 Deg, 9 strip and ride P g preps apply to•eacla P� j�P Y hi P Per Fig 30.4-2B Note 6, Hip roofs with <= 25 Deg, Zone 3 shall be trtated•as Zon9'2 •••••• •• • ••• . • •••••• ••• • • • •• •••••• • • • • . • .�• ' •• • • ••••% • • Components and Cladding (C&C) Calculations per Ch 30 Part 1: Zh = Mean Roof Height for Kh: h + Base Dist = 25.642 ft Kh = Since 15 ft [4.572 m] < Zh < Zg --> 2.01 * (Zh/zg)^(2/Alpha) = 0.950 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 Kd = Wind Directionality Factor per Table 26.6-1 = 0.85 GCPi = Ref Table 26.11-1 for Enclosed Building = +/-0.18 LF = Load Factor based upon ASD Design = 0.60 qh = (0.00256 * Kh * Kzt * Kd * V^2) * LF = 38.00 psf LHD = Least Horizontal Dimension: Min(B, L) = 35.330 ft al = Min(0.1 * LHD, 0.4 * h = 3.533 ft a = Max(al, 0.04 * LHD, 3 ft [0.9 m]) = 0.000 ft h/B = Ratio of mean roof height to least hor dim: h / B = 0.726 Wind Pressures for C&C Ch 30 Pt 1 All wind pressures include a load factor of 0.6 ••. Description Zone Width Span Area 1/3 Ref GCp GCp p p •••••• • Rule Fig Max Min Max Min •••••• ft ft ft sq ft psf psf •••• ------------- WinA ---- ----- ------ 4 2.830 2.670 ----- ---------- 7.56 No 30.4-1 ----- 1.000 ------ -1.100 ----- 44.84 ------• • •••• -48.64 WinA 5 2.830 2.670 7.56 No 30.4-1 1.000 -1.400 44.84 -60.04*•;••• • WinB 4 9.330 7.830 73.05 No 30.4-1 0.847 -0.947 39.04 -42.84•• 00 WinB 5 9.330 7.830 73.05 No 30.4-1 0.847 -1.095 39.04 -48.450+0•99 WinC 4 3.330 4.830 16.08 No 30.4-1 0.964 -1.064 43.45 -47.25i 0 WinC 5 3.330 4.830 16.08 No 30.4-1 0.964 -1.327 43.45 -57.27• • WinD 4 3.330 2.670 8.89 No 30.4-1 1.000 -1.100 44.84 -48.640 • • WinD 5 3.330 2.670 8.89 No 30.4-1 1.000 -1.400 44.84 -60.04 •• • Door 1 4 2.170 6.830 15.55 Yes 30.4-1 0.966 -1.066 43.55 -47.35 Door 1 5 2.170 6.830 15.55 Yes 30.4-1 0.966 -1.332 43.55 -57.46 Door 2 4 2.670 6.330 16.90 No 30.4-1 0.960 -1.060 43.31 -47.11 Door 2 5 2.670 6.330 16.90 No 30.4-1 0.960 -1.320 43.31 -56.98 Door 3 4 2.500 6.670 16.68 No 30.4-1 0.961 -1.061 43.35 -47.15 Door 3 5 2.500 6.670 16.68 No 30.4-1 0.961 -1.322 43.35 -57.06 Door 4 4 2.670 6.670 17.81 No 30.4-1 0.956 -1.056 43.16 -46.96 Door 4 5 2.670 6.670 17.81 No 30.4-1 0.956 -1.311 43.16 -56.67 Door 5 4 3.500 7.670 26.85 No 30.4-1 0.924 -1.024 41.96 -45.76 Door 5 5 3.500 7.670 26.85 No 30.4-1 0.924 -1.249 41.96 -54.28 Level 1 Walls 4 1.000 13.750 63.02 Yes 30.4-1 0.859 -0.959 39.47 -43.27 Level 1 Walls 5 1.000 13.750 63.02 Yes 30.4-1 0.859 -1.118 39.47 -49.31 Area = Span Length x Effective Width 1/3 Rule = Effective width need not be less than 1/3 of the span length GCp = External Pressure Coefficients taken from Figures 30.4-1 through 30.4-7 p = Wind Pressure: qh*(GCp - GCpi) [Eqn 30.4-1]* *Per Para 30.2.2 the Minimum Pressure for C&C is 9.60 psf [0.460 kPa] (Includes LF) •••• •••••• •••• •••••• • •• +••••• • so •• • • • •• + • • • •••••• Components and Cladding (C&C) Calculations per Ch 30 Part 1: Zh = Mean Roof Height for Kh: h + Base_Dist = 25.642 ft Kh = Since 15 ft [4.572 m] < Zh < Zg --> 2.01 * (Zh/zg)^(2/Alpha) = 0.950 Kzt = Topographic Factor is 1 since no Topographic feature specified = 1.000 Kd = Wind Directionality Factor per Table 26.6-1 = 0.85 GCPi = Ref Table 26.11-1 for Enclosed Building = +/-0.18 LF = Load Factor based upon ASD Design = 0.60 qh = (0.00256 * Kh * Kzt * Kd * V^2) * LF = 38.00 psf LHD = Least Horizontal Dimension: Min(B, L) = 35.330 ft al = Min(0.1 * LHD, 0.4 * h = 3.533 ft a = Max(al, 0.04 * LHD, 3 ft [0.9 m]) = 0.000 ft h/B = Ratio of mean roof height to least hor dim: h / B = 0.726 Wind Pressures for C&C Ch 30 Pt 1 All wind pressures include a load factor of 0.6 ••, Description Zone Width Span Area 1/3 Rule ft ----------- ---- ft ----- ft ------ sq ft ------ ---- T-1 1 2.000 44.830 669.91 Yes T-1 2 2.000 44.830 669.91 Yes T-2 1 2.000 37.170 460.54 Yes T-2 2 2.000 37.170 460.54 Yes T-2A 1 2.000 8.330 23.13 Yes T-2A 2 2.000 8.330 23.13 Yes •• • Ref GCp GCp p p ••'"'• • Fig Max Min Max Min •••••• psf psf •�"� ------- ----- ------ ----- ------ • • 30.4-2B 0.300 -0.800 18.24 -37.24 30.4-2B 0.300 -1.200 18.24-52.44••�""� 30.4-2B 0.300 -0.800 18.24-37.24"0 0' 30.4-2B 0.300 -1.200 18.24-52.440009•• 30.4-2B 0.427 -0.864 23.07-39.65: " 30.4-2B 0.427 -1.518 23.07-64.52, • 0000 • Area = Span Length x Effective Width " 1/3 Rule = Effective width need not be less than 1/3 of the span length GCp = External Pressure Coefficients taken from Figures 30.4-1 through 30.4-7 p = Wind Pressure: qh*(GCp - GCpi) [Eqn 30.4-1]* *Per Para 30.2.2 the Minimum Pressure for C&C is 9.60 psf [0.460 kPa] {Includes LF} •••• •••••• • • Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 Roof Truss Component & Cladding Reactions per ASCE 7-10 Project: Truss Mark: Left OH: Main Span: Right OH: Truss Spacing: Trib. Area: Roof Slope: Flat Area Mult.: "a" width Uniform DL Uniform LL: Ulvert-Andrade Residence T-1 2 ft. 40.83 ft. 2 ft. 2 ft. 670 s.f. 5 Of 12 1.083 ®ft. 251 psf 30 psf Zone Uplift (psf) 1 2 -37 -52 Wind Directioi Rio 0 *see .0 . 1. Zone 2 & 3 pressures are applied to left side only as per figure above. 2. Calculated pressures for roof slopes of 10 to 30 degrees, Qz = Qh Results: Left DL Reaction: 1121 lbs. Right DL Reaction: 1121 lbs. Left LL Reaction: 1345 lbs. Right LL Reaction: 1345 lbs. Left Uplift: -1455 lbs. Right Uplift: -1455 lbs. Left Gravity: 2466 lbs. Right Gravity: 2466 lbs. Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 ROCHELL ENGINEERING, INC. Roof Truss Component & Cladding Reactions per ASCE 7-10 Project: Truss Mark: Left OH: Main Span: Right OH: Truss Spacing: Trib. Area: Roof Slope: Flat Area Mult.: "a" width Uniform DL Uniform LL: Ulvert-Andrade Residence FT 0 ft. 35.17 ft. 2 ft. 2 ft. 461 s.f. 5 Of 12 1.083 0 ft. 25 psf 30 psf Zone Uplift (psf) 11 2 -37 -52 lA ei Wind 2&9 Direction♦ 6ti 0 1. Zone 2 & 3 pressures are applied to left side only as per figure above. 2. Calculated pressures for roof slopes of 10 to 30 degrees, Qz = Qh Results: Left DL Reaction: 879 lbs. Right DL Reaction: 979 lbs. Left LL Reaction: 1055 lbs. Right LL Reaction: 1175 lbs. Left Uplift: -1170 lbs. Right Uplift: -1288 lbs. Left Gravity: 1934 lbs. Right Gravity: 2154 lbs. Rochell Engineering, Inc. Consulting Engineers 205 Santillane Avenue Coral Gables, FL 33134 RDCHELL ENGINEERING, INC. Roof Truss Component & Cladding Reactions per ASCE 7-10 Project: Truss Mark: Left OH: Main Span: Right OH: Truss Spacing: Trib. Area: Roof Slope: Flat Area Mult.: "a" width : Uniform DL Uniform LL: Ulvert-Andrade Residence T-2A 2 ft. 6.33 ft. 0 ft. 2 ft. 23 s.f. 5 Of 12 1.083 0 ft. 25 psf 30 psf Zone Uplift (psf) 1 1 2 -40 -65 Wind Direcfio� ,�000 ��0 ti 0 1. Zone 2 & 3 pressures are applied to left side only as per figure above. 2. Calculated pressures for roof slopes of 10 to 30 degrees, Qz = Qh Results: Left DL Reaction: 258 lbs. Right DL Reaction: 158 lbs. Left LL Reaction: 310 lbs. Right LL Reaction: 190 lbs. Left Uplift: -547 lbs. Right Uplift: -374 lbs. Left Gravity: 568 lbs. Right Gravity: 348 lbs. f • • • •••• •Yf••• • • • f • • • • • • • • • • • •••••• •••• •••• • • ♦ • • • R • • • • • • • .0000 • • •R•••• •a• • ••••• •• •• •••• •• • ••R f•Y • • • • • • •• • •••••• f • • • • • •• • • Concrete Beams Design 205 Santillane Avenue, Coral Gables, FL 33134 Tel: 305.649.4049 Fax: 305.649.4149 Project: Page of Proj. No. Date By ROCHELL ENGINEERING 205 Santillane Ave. Coral Gables, FL 33134 Tel: 305.649.4049 • Fax: 305.649.4149 • •••••• ••• • ••••• • • • •• • •••••• a �- CQ 78 • Project: Page of Proj. No. Date By 2P�—Cp ROCHELL ENGINEERING 205 Santillan Ave. Coral G bles, FL 33134 Tel: 305,649.4049 Fax: 305.649.4149 ® a 41, /!// )' a '•••� •_A � ...� c� ••• �� 0 --------------- Project: Page of Proj. No. Date By ROCHELL ENGINEERING 205 Santillane Ave. • Coral Gables, FL 33134 Tel: 305.649.4049 Fax: 305.649.4149 LI)a.— �'7 • • ...... C • -7 �a> S-(4-- IL AM t2-,--� 6 Rochell Engineering, Inc. Project Title: 205 Santillane Avenue Engineer: Coral Gables, FL 33134 Project ID: (305)649-4049 Protect Descr: Concrete Beam DESCRIPTION: RB-1 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc 112 = 3.0 ksi Phi Values Flexure: 0.90 fr = fc ' 7.50 = 410.792 psi Shear: 0.750 1V Density = 145.0 pcf R = 0.850 k LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 60.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 Printed: 2 JUL 2021, 426PM F r• • . . • I Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 20.0 in Span #1 Reinforcing.... 246 at 2.50 in from Bottom, from 0.0 to 14.0 ft in this span 246 at 2.50 in from Top, from 0.0 to 14.0 ft in this span Beam self weight calculated and added to loads Loads on all spans... D = 0.5550, Lr = 0.6780, W =-0.7280 Uniform Load on ALL spans: D = 0.5550, Lr = 0.6780, W =-0.7280 k/ft DESIGN SUMMARY aximum Bending Stress Ratio = 0.881 :1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.035 in Ratio = 4774 >=360 Mu: Applied 56.549 k-ft Max Upward Transient Deflection -0.038 in Ratio = 4446 >=360 Mn " Phi: Allowable 64.151 k-ft Max Downward Total Deflection 0.174 in Ratio = 964>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180.0 Location of maximum on span 7.013 ft Span # where maximum occurs Span # 1 Cross Section Strength & Inertia Top & Bottom references are for tension side of section Phi'Mn (k-ft) Moment of Inertia (in A4 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 2- #6 @ d=17.5",2- #6 @ d=2.5", 64.15 64.15 5,333.33 1,651.45 1,651.45 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MINimum -0.050 -0.050 +D+H 5.013 5.013 +D+L+H 5.013 5.013 +D+Lr+H 9.759 9.759 +D+S+H 5.013 5.013 +D40.750Lr+0.750L+H 8.572 8.572 Rochell Engineering, Inc. Project Title: 205 Santillane Avenue Engineer: Coral Gables, FL 33134 Project ID: (305)649-4049 Project Descr: raocHEuWAMAK W. Printed: 2 JUL 2021, 4:26PM Concrete Beam File- e �u �;�: Software copyright ENERCALC, INC.1983-2020, 6iki:1220.8.17 DESCRIPTION: R13-1 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 0040 +D+0.750L+0.750S+H 5.013 5.013 0 • • • • • f 000 •YY„Y +D+0.60W+H 1.955 1.955 • • • • • Y . • +0+0.70E+H 5.013 5.013 • • • • • , ' • ; +D+0.750Lr+0.750L+0.450W+H 6.279 6.279 • • • :. Y 000*00 +D+0.750L+0.750S+0.450W+H 2.720 2.720 , • Y • o , , • • • • • • +D+0.750L+0.750S+0.5250E+H 5.013 5.013 • , , , • ' • +0.60D+0.60W+0.60H -0.050 -0.050 60# 09 , f 0 • • +0.60D+0.70E+0.60H 3.008 3.008 0 , f Y f • • " • f DOnly 5.013 5.013 ,,,,,Y , LrOnly 4.746 4.746 ; W Only -5.096 -5.096 • • • • H Only Shear Stirrup Requirements •••••. • • Between 0.00 to 4.56 ft, PhiVc12 < Vu <= PhiVc, Req'd Vs = Min 11.4.6.1, use #3 stirrups spaced at 8.000 in Between 4.59 to 9.41 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd 11.4.6.1, use #3 stirrups spaced at 0.000 in Between 9.44 to 13.97 ft, PhiVc < Vu, Req'd Vs = 3.580, use #3 stirrups spaced at 8.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft) Segment Span # along Beam Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 14.000 56.55 64.15 0.88 +1.40D+1.60H Span # 1 1 14,000 24.56 64.15 0.38 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 14.000 29.36 64.15 0.46 +1.20D+1.60L+0.50S+1.60H Span # 1 1 14.000 21.05 64.15 0.33 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 14.000 47.63 64.15 0.74 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 14.000 38.71 64.15 0.60 +1.20D+1.60Lr-0.50W+1.60H Span # 1 1 14.000 56.55 64.15 0.88 +1.20D+0.50L+1.60S+1.60H Span # 1 1 14.000 21.05 64.15 0.33 +1.20D+1.60S+0,50W+1.60H Span # 1 1 14.000 12.14 64.15 0.19 +1.20D+1.60S-0.50W+1.60H Span # 1 1 14.000 29.97 64.15 0.47 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 14.000 11.52 64.15 0.18 +1.20D+0.50Lr+0.50L-W+1.60H Span # 1 1 14.000 47.20 64.15 0.74 +1.20D40.5OL40.50S+W+1.60H Span # 1 1 14.000 3.22 64.15 0.05 +1.20D+0.50L+0.50S-W+1.60H Span # 1 1 14.000 38.89 64.15 0.61 +1.20D+0.50L+0.20S+E+1.60H Span # 1 1 14.000 21.05 64.15 0.33 +0.90D+W+0.90H Span # 1 1 14.000 -2.05 64.15 0.03 +0.90D-W+0.90H Span # 1 1 14.000 33.63 64.15 0.52 +0.90D+E+0.90H Span # 1 1 14.000 15.79 64.15 0.25 Overall Maximum Deflections Load Combination Span Max."-" Defl (in) Location in Span (ft) Load Combination Max. "+" Defl (in) Location in Span (ft) +D+Lr+H 1 0.1741 7.000 0.0000 0.000 Rochell Engineering, Inc. =r 205 Santillane Avenue Coral Gables, FL 33134 (305)649-4049 rrociiH ttc: Concrete DESCRIPTION: R13-2 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties Project Title: Engineer: Project ID: Project Descr: fc = 3.0 ksi 4b Phi Values Flexure : 0.90 1/2 fr = fc " 7.50 = 410.792 psi Shear: 0.750 W Density = 145.0 pcf R 1 = 0.850 X LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 60.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height =18.0 in Span #1 Reinforcing.... 246 at 3.0 in from Bottom, from 0.0 to 5.0 ft in this span Printed: 2 JUL 2021, 4:28PM 246 at 3.0 in from Top, from 0.0 to 5.0 ft in this span Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.060, Lr = 0.0750, W =-0.1280 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.025 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.000 in Ratio = 0 Mu: Applied 1.344 k-ft Max Upward Transient Deflection 0.000 in Ratio = 0 Mn' Phi: Allowable 54.261 k-ft Max Downward Total Deflection 0.000 in Ratio = 0 Max Upward Total Deflection 0.000 in Ratio = 0 Location of maximum on span 2.505 ft Span # where maximum occurs Span # 1 Cross Section Strength & Inertia Top & Bottom references are for tension side of section Phi*Mn ( k-ft) Moment of Inertia ( in^4 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 2-#6 @ d=15",2-#6 @ d=3", 54.26 54.26 3,888.00 1,159.90 1,159.90 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 0.700 0.700 Overall MINimum 0.116 0.116 +D+H 0.513 0.513 +D+L+H 0.513 0.513 +D+Lr+H 0.700 0.700 +D+S+H 0.513 0.513 +D+0.750Lr+0.750L+H 0.653 0.653 +D+0.750L+0.750S+H 0.513 0.513 Rochell Engineering, Inc. 205 Santillane Avenue Coral Gables, FL 33134 (305)649-4049 inciiu.ero;Mic: Project Title: Engineer: Project ID: Project Descr: Printed: 2 JUL 2021, 4:28PM DESCRIPTION: RB-2 Vertical Reactions Support notation : Far left is #1 ; • • • • see* 000000 Load Combination Support 1 Support 2 ' ' • • • •' +D+0.60W+H 0.321 0.321 • • • • • • ..:. +D+0.70E+H 0.513 0.513 """ • • +D+0.750Lr+0.750L+0.450W+H 0.509 0,509 . "". • • • • : "": +D+0.750L+0.750S+0.450W+H 0.369 0.369 "" • • • • • • .. • .. +D+0.750L+0.750S+0.5250E+H 0.513 0.513 ";' •; • • • ..: 0 •' +0.60D+0.60W+0.60H 0.116 0.116 " • • • • • . • . • . +0.60D+0.70E+0.60H 0.308 0.308 ;' •; • • • • DOnly 0.513 0.513 • • �•� .• •..•;• Lr Only 0.188 0.188 ; • • • . • • • W Only -0.320 -0.320 • • • • • ; • • • • • H Only Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVcl2, Req'd Vs = Not Reqd 11.4.6.1, use #3 stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 5,000 1.34 54.26 0.02 +1.40D+1.60H Span # 1 1 5.000 0.90 54.26 0.02 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 5.000 0.89 54.26 0.02 +1.20D+1.60L+0.50S+1.60H Span # 1 1 5.000 0.77 54.26 0.01 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 5.000 1.14 54.26 0.02 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 5.000 0.94 54.26 0.02 +1.20D+1.60Lr-0.50W+1.60H Span # 1 1 5.000 1.34 54.26 0.02 +1.20D+0.50L+1.60S+1.60H Span # 1 1 5.000 0.77 54.26 0.01 +1.20D+1.60S+0.50W+1.60H Span # 1 1 5.000 0.57 54.26 0.01 +1.20D+1.60S-0.50W+1.60H Span # 1 1 5.000 0.97 54.26 0.02 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 5.000 0.49 54.26 0.01 +1.20D+0.50Lr+0.50L-W+1.60H Span # 1 1 5.000 1.29 54.26 0.02 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 5.000 0.37 54.26 0.01 +1.20D+0.50L+0.50S-W+1.60H Span # 1 1 5.000 1.17 54.26 0.02 +1.20D+0.50L+0.20S+E+1.60H Span # 1 1 5.000 0.77 54.26 0.01 +0.90D+W+0.90H Span # 1 1 5.000 0.18 54.26 0.00 +0.90D-W+0.90H Span # 1 1 5.000 0.98 54.26 0.02 +0.90D+E+0.90H Span # 1 1 5.000 0.58 54.26 0.01 Overall Maximum Deflections Load Combination Span Max. " " Defl (in) Location in Span (ft) Load Combination Max. "+" Defl (in) Location in Span (ft) +D+Lr+H 1 0.0003 2.500 0.0000 0.000 Rochell Engineering, Inc. Project Title: 205 Santillane Avenue Engineer: " Project ID: Coral Gables, FL 33134 1 (305)649-4049 Project Descr. Printed: 2 JUL 2021, 4:29PM [Concrete Beam ile:- n e es ence. Software cwvriaht ENERCALC. INC. 14A4.202n- Auiki-12 20 R 17 DESCRIPTION: R13-3 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc = 3.0 ksi Phi Values Flexure: 0.90 fr = fc1� ' 7.50 = 410.792 psi Shear: 0.750 y/ Density = 145.0 pcf R 1 = 0.850 LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 60.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 0000 • 0000, • of •• ••0 • •••1.•• .. ...... i Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height =12.0 in Span #1 Reinforcing.... 246 at 2.50 in from Bottom, from 0.0 to 8.0 ft in this span 246 at 2.50 in from Top, from 0.0 to 8.0 ft in this span Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.1280, Lr = 0.1560, W = -0.2880 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY . • Maximum Bending Stress Ratio = 0.163 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.004 in Ratio = 24023>=360 Mu: Applied 5.306 k-ft Max Upward Transient Deflection -0.007 in Ratio = 13012 >=360 Mn * Phi: Allowable 32.471 k-ft Max Downward Total Deflection 0.010 in Ratio = 9844>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180.0 Location of maximum on span 4.007 ft Span # where maximum occurs Span # 1 Cross Section Strength & Inertia Top & Bottom references are for tension side of section Phi*Mn (k-ft) Moment of Inertia ( in14 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 2- #6 @ d=9.5",2- #6 @ d=2.5", 32.47 32.47 1,152.00 414.68 414.68 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 1.523 1,523 Overall MINimum -0.152 -0.152 +D+H 0.899 0.899 +D+L+H 0.899 0.899 +D+Lr+H 1.523 1.523 +D+S+H 0.899 0.899 +D+0.750Lr+0.750L+H 1.367 1.367 +D+0.750L+0.750S+H 0.899 0.899 Rochell Engineering, Inc. Project Title: 205 Santillane Avenue Engineer: Project ID: Coral Gables, FL 33134 j x" (305)649-4049 Project Descr: Printed: 2 JUL 2021. 4:29PM DESCRIPTION: RB-3 •••• Vertical Reactions Support notation: Far left is#1 PP : .'� •••• ••.••. Load Combination Support 1 Support 2 • •� •� . . • +D+0.60W+H 0.207 0.207 • ''-• •" • • +D+0.70E+H 0.899 0.899 • +D+0.750Lr+0.750L+0.450W+H 0.848 0.848 .... • • .... . • ...... • • +D+0.750L+0.750S+0.450W+H 0.380 0.380 • • "" +D+0.750L+0.750S+0.5250E+H 0.899 0.899 • •: 0 •: • • • • • +0.60D+0.60W+0.60H -0.152 -0.152 • • • • • • • • +0.60D+0.70E+0.60H 0.539 0.539 : �': . • D Only 0.899 0.899 ; • • • • • ...:. Lr Only 0.624 0.624 .'. • • • • W Only -1.152 -1.152 " • • • : • "' ; H Only • Shear Stirrup Requirements Entire Beam Span Length : Vu < PhiVd2, Req'd Vs = Not Reqd 11.4.6.1, use #3 stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 8.000 5.31 32.47 0.16 +1.40D+1.60H Span # 1 1 8.000 2.52 32.47 0.08 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 8.000 2.78 32.47 0.09 +1.20D+1.60L+0.50S+1.60H Span # 1 1 8.000 2.16 32.47 0.07 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 8.000 4.15 32.47 0.13 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 8.000 3.00 32.47 0,09 +1.20D+1.60Lr-0.50W+1.60H Span # 1 1 8.000 5.31 32.47 0.16 +1.20D+0.50L+1.60S+1.60H Span # 1 1 8.000 2.16 32.47 0.07 +1.20D+1.60S+0.50W+1.60H Span # 1 1 8.000 1.00 32.47 0.03 +1.20D+1.60S-0.50W+1.60H Span # 1 1 8.000 3.31 32.47 0.10 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 8.000 0.48 32.47 0.01 +1.20D+0.50Lr+0.50L-W+1.60H Span # 1 1 8.000 5.08 32.47 0.16 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 8.000 -0.15 32.47 0.00 +1.20D40.50L+0.50S-W+1.60H Span # 1 1 8.000 4.46 32.47 0.14 +1.20D+0.50L+0.20S+E+1.60H Span # 1 1 8.000 2.16 32.47 0.07 +0.90D+W+0.90H Span # 1 1 8.000 -0.69 32.47 0.02 +0.90D-W+0.90H Span # 1 1 8.000 3.92 32.47 0.12 +0.90D+E+0.90H Span # 1 1 8.000 1.62 32.47 0.05 Overall Maximum Deflections Load Combination Span Max. " "Defl (in) Location in Span (ft) Load Combination Max. "+" Defl (in) Location in Span (ft) +D+Lr+H 1 0.0098 4.000 0.0000 0.000 Rochell Engineering, Inc. Project Title: 205 Santillane Avenue Engineer: Coral Gables, FL 33134 Project ID: (305)649-4049 Project Descr: eocHEu eta, wc. Printed: 2 JUL 2021, 4:33PM Pie: U es ertce.e $othm popyright ENE$. KW-06007358 ROCHELL ENGINEERING INC. DESCRIPTION: RB-4 (REV-1) **go CODE REFERENCES •""' .�'.; Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 • • • •.. Load Combination Set: ASCE 7-10 • • • • • • Material Properties.0000. •www ...... fc = 3.0 ksi lb Phi Values Flexure: 0.90 . w • • • w fr = fct12 * 7.50 = 410.792 psi Shear: 0.750 • • • • • • • y! Density = 145.0 pcf R 1 = 0.850 . , . • • LtWt Factor = 1.0 1 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 60.0 ksi • .. fy- MainRebar = 60.0ksi E - Stirrups = 29,000.0 ksi t .� ,w0••• • •�•� j: E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 • Number of Resisting Legs Per Stirrup = 2 Cross Section & Reinforcing Details Rectangular Section, Width =12.0 in, Height =16.0 in Span #1 Reinforcing.... 348 at 3.0 in from Bottom, from 0.0 to 17.0 ft in this span 81 17.0 ft - -12"-w x/6"fi — -- _- 348 at 3.0 in from Top, from 0.0 to 17.0 ft in this span Beam self weight calculated and added to loads Loads on all spans... D = 0.8120, L = 0.750, W = -2.50 Uniform Load on ALL spans : D = 0.8120, L = 0.750, W = -2.50 klft Point Load : D = 6.40, L =1.40, W = -1.80 k @ 4.0 ft DESIGN SUMMARY • Maximum Bending Stress Ratio = 0.923 : 1 Maximum Deflection Section used for this span Typical Section Max Downward Transient Deflection 0.206 in Ratio = 989>=360 Mu: Applied 107.903 k-ft Max Upward Transient Deflection -0.461 in Ratio = 442>=360 Mn * Phi: Allowable 116.904 k-ft Max Downward Total Deflection 0.671 in Ratio = 303>=180 Max Upward Total Deflection 0,000 in Ratio = 0 <180.0 Location of maximum on span 7.525 ft Span # where maximum occurs Span # 1 Cross Section Strength & Inertia Top 8 Bottom references are for tension side of section Phi*Mn (k-ft) Moment of Inertia (in^4 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 3- #8 @ d=13",3- #8 @ d=3", 116.90 116.90 4,096.00 1,985.81 1,985.81 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum -22.626 -21.674 Overall MINimum -0.136 -2.953 +D+H 13.439 10.051 +D+L+H 2O.885 16.756 +D+Lr+H 13.439 10.051 +D+S+H 13,439 10.051 Rochell Engineering, Inc. 205 Santillane Avenue Coral Gables, FL 33134 (305)6494049 ttoarEu ° rc. Project Title: Engineer: Project ID: Project Descr: Printed: 2 JUL 2021, 4:33PM DESCRIPTION: RB4 (REV-1) 0000 Vertical Reactions Su ort notation :Far left is #1 PP • • • + • • • • • • + Load Combination Support 1 Support 2 +" s , , • • + +D+0.750Lr+0.750L+H 19.024 15.080 . • • • s • • +D+0.750L+0.750S+H 19.024 15.080 . • " + • • • + • • . +D+0.60W+H -0.136 -2.953 • • " • • • • • +D+0.10E+H 13.439 10.051 6110609 • • • s..•s +D+0.750Lr+0.750L+0.450W+H 8.842 5.326 . + • + * • � + • • s "' " •' +D+0.750L+0.750S+0.450W+H 8.842 5.326 " •' • • • +D+0.750L+0.750S+0.5250E+H 19.024 15.080 • + • +0.60D+0.60W+0.60H -5.512 -6.973 • " • • • • • • • i • 460D470E+0.601-1 8.064 6.031 • • + • • D Only 13.439 10.051 ;.""; • • L Only 7.446 6.704 " W Only -22.626 -21.674 H Only Shear Stirrup Requirements Between 0.00 to 4.99 ft, PhiVG2 < Vu <= PhiVc, Req'd Vs = Min 11.4.6.1, use #3 stirrups spaced at 6.000 in Between 5.02 to 10.09 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd 11.4.6.1, use #3 stirrups spaced at 0.000 in Between 10.13 to 16.97 ft, PhiVc < Vu, Req'd Vs = 6.169, use #3 stirrups spaced at 6.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (ft) Bending Stress Results ( k-ft ) Segment Span # along Beam Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 17.000 107.90 116.90 0.92 +1.40D+1.60H Span # 1 1 17.000 70.34 116.90 0.60 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 17.000 107.90 116.90 0.92 +1.20D+1.60L+0.50S+1.60H Span # 1 1 17.000 107.90 116.90 0.92 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 17.000 75.12 116.90 0.64 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 17.000 19.58 116.90 0.17 +1.20D+0.50L+1.60S+1.60H Span # 1 1 17.000 75.12 116.90 0.64 +1.20D+1.60S+0.50W+1.60H Span # 1 1 17.000 19.58 116.90 0.17 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 17.000 -21.33 116.90 0.18 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 17.000 -21.33 116.90 0.18 +1.20D+0.50L+0.20S+E+1.60H Span # 1 1 17.000 75.12 116.90 0.64 +0.90D+W+0.90H Span # 1 1 17.000 -49.98 116.90 0.43 +0.90D+E+0.90H Span # 1 1 17.000 45.22 116.90 0.39 Overall Maximum Deflections Load Combination Span Max."-" Deft (in) Location in Span (ft) Load Combination Max. "+" Deft (in) Location in Span (ft) +D+L+H 1 0.6713 8.221 0.0000 0.000 Rochell Engineering, Inc. 205 Santillane Avenue ` Coral Gables, FL 33134 (305)649-4049 R7Cj�LL�,lC: Project Title: Engineer: Project ID: Project Descr: Printed: 2 JUL 2021, 4:31PM DESCRIPTION: RB-6 sees • CODE REFERENCES ' 'os • • .. s"• s s Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 see:** • e; *so*:* Load Combination Set: ASCE 7-10 • • • • • • s sees •.•se• Material Properties • s eeels fc = - 3.0 ksi Phi Values Flexure: 0.90 as ' e 1/2 fr = fc " 7.50 = 410.792 psi Shear: 0.750 o • ' •" W Density = 145.0 pcf (3 1 = 0.850 • s s • • e s"� • LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 60.0 ksi 0• • s • fy Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi • • • • • e • • • E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 • • e Number of Resisting Legs Per Stirrup = 2 1 Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 36.0 in Span #1 Reinforcing.... 247 at 3.0 in from Bottom, from 0.0 to 15.50 ft in this span Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.5350, Lr = 0.240, W = -0.2380 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY Section used for this span Mu: Applied Mn' Phi: Allowable Location of maximum on span Span # where maximum occurs = 0.265 : 1 Typical Section 44.837 k-ft 168.878 k-ft 7.764 ft Span # 1 247 at 3.0 in from Top, from 0.0 to 15.50 ft in this span Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.003 in Ratio = 57967>=360 -0.003 in Ratio = 58454 >=360 0.014 in Ratio = 13063>=180 0.000 in Ratio = 0 <180.0 Cross Section Strength & Inertia Top & Bottom references are for tension side of section Phi'Mn (k-ft) Moment of Inertia (in^4 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 2-#7 @ d=33",2-#7 @ d=3", 168.88 168.88 31,104.00 8,571.99 8,571.99 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 8.254 8.254 Overall MINimum -1.844 -1.844 +D+H 6.394 6.394 +D+L+H 6.394 6.394 +D+Lr+H 8.254 8.254 +D+S+H 6.394 6.394 + -)0.750Lr+0.750L+H 7.789 7.789 +D+0.750L+0.750S+H 6.394 6.394 Rochell Engineering, Inc. 205 Santillane Avenue Coral Gables, FL 33134 (305)649-4049 ROC►ElL13K�169AiQ� Mc. Project Title: Engineer: Project ID: Project Descr: Printed: 2 JUL 2021. 4:31PM DESCRIPTION: R13-6 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 +D+0.60W+H 5.287 5.287 +D+0.70E+H 6.394 6.394 +D+0.750Lr+0.750L+0.450W+H 6.959 6.959 +0+0.750L+0.750S+0.450W+H 5.564 5.564 +D+0.750L+0.750S+0.5250E+H 6.394 6.394 • • • • +0.60D+0.60W+0.60H 2.730 2.730 • • • • • • • • • • • • • +0.60D+0.70E+0.60H 3.836 3.836 • • • • • • DOnly 6.394 6.394 •••••• •. ...... Lr Only 1.860 1.860 • • • • • • WOnly -1.844 -1.844 •••. .... �••••� HOnly .... •.•. •.•.. Shear Stirrup Requirements Between 0.00 to 0.08 ft, PhiVcl2 < Vu <= PhiVc, Req'd Vs = Min 11.4.6.1, use #3 stirrups spaced at 16.000 in • • • • • • • • • • Between 0.11 to 15.39 ft, Vu < PhiVct2, Req'd Vs = Not Regd 11.4.6.1, use #3 stirrups spaced at 0.000 in • • • • • • • • . • Between 15.42 to 15.47 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.6.1, use #3 stirrups spaced at 16.000 in : : .. . ....:. Maximum Forces & Stresses for Load Combinations • • • Load Combination Location (ft) Bending Stress Resuli5•( k-ft') • • • • Segment Span # along Beam Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 15.500 44.84 168.88 0.27 +1.40D+1.60H Span # 1 1 15.500 34.69 168.88 0.21 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 15.500 33.33 168.88 0.20 +1.20D+1.60L+0.50S+1.60H Span # 1 1 15.500 29.73 168.88 0.18 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 15.500 41.26 168.88 0.24 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 15.500 37.69 168.88 0.22 +1.20D+1.60Lr-0.50W+1.60H Span # 1 1 15.500 44.84 168.88 0.27 +1.20D+0.50L+1.60S+1.60H Span # 1 1 15.500 29.73 168.88 0.18 +1.20D+1.60S+0.50W+1.60H Span # 1 1 15.500 26.16 168.88 0.15 +1.20D+1.60S-0.50W+1.60H Span # 1 1 15.500 33.30 168.88 0.20 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 15.500 26.19 168.88 0.16 +1.20D+0.50Lr+0.50L-W+1.60H Span # 1 1 15.500 40.48 168.88 0.24 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 15.500 22.58 168.88 0.13 +1.20D+0.50L+0.50S-W+1.60H Span # 1 1 15.500 36.88 168.88 0.22 +1.20D+0.50L+0.20S+E+1.60H Span # 1 1 15.500 29.73 168.88 0.18 +0.90D+W+0.90H Span # 1 1 15.500 15.15 168.88 0.09 +0.90D-W+0.90H Span # 1 1 15.500 29.45 168.88 0.17 +0.90D+E+0.90H Span # 1 1 15.500 22.30 168.88 0.13 Overall Maximum Deflections Load Combination Span Max. " " Defl (in) Location in Span (ft) Load Combination Max. "+" Defl (in) Location in Span (ft) +D+Lr+H 1 0.0142 7.750 0.0000 0.000 Rochell Engineering, Inc. Project Title: 205 Santillane Avenue Engineer: Coral Gables, FL 33134 Project ID: (305)649-4049 Project Descr: RZMHWEUSIC Printed: 2 JUL 2021, 4:35PM — -- --- - — - File _ ri once: ,Concrete .13aam a_ �___�. �. — M..- DESCRIPTION: RB-7 CODE REFERENCES Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc = 3.0 ksi Phi Values Flexure : 0.90 1/2 fr = fc * 7.50 = 410.792 psi Shear: 0.750 4f Density = 145.0 pcf p 1 = 0.850 %, LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy - Stirrups 60.0 ksi fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi E - Main Rebar = 29,000.0 ksi Stirrup Bar Size # 3 Number of Resisting Legs Per Stirrup = 2 D(0.735) Lr(0.678) W(-0728) 8"wx20"h -- Cross Section & Reinforcing Details Rectangular Section, Width = 8.0 in, Height = 20.0 in Span #1 Reinforcing.... 247 at 3.0 in from Bottom, from 0.0 to 10.0 ft in this span Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load : D = 0.7350, Lr = 0.6780, W = -0.7280 ktft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending 5tress Ratio = 0.383 : 1 Section used for this span Typical Section Mu : Applied 31.552 k-ft Mn * Phi: Allowable 82.478 k-ft Location of maximum on span 5.009 ft Span # where maximum occurs Span # 1 Cross Section Strength & Inertia ...... . .. ..... • .... .... .... . 0 . . . 1 •__�_� . . .. . ...... _ 247 at 3.0 in from Top, from 0.0 to 10.0 ft in this span Maximum Uetiection Max Downward Transient Deflection 0.009 in Ratio = 13102 >=360 Max Upward Transient Deflection -0.010 in Ratio = 12202>=360 Max Downward Total Deflection 0.023 in Ratio = 5255>=180 Max Upward Total Deflection 0.000 in Ratio = 0 <180.( Top & Bottom references are for tension side of section Phi*Mn (k-ft) Moment of Inertia (in^4 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 2- #7 @ d=17',2- #7 @ d=3", 82.48 82.48 5,333433 1,975.13 1,975.13 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Overall MAXimum 7.871 7.871 Overall MINimum 0.504 0.504 +D+H 4.481 4.481 +D+L+H 4.481 4.481 +D+Lr+H 7.871 7.871 +D+S+H 4.481 4.481 +D+0.750Lr+0.750L+H 7.023 7.023 +D+0.750L+0.750S+H 4.481 4.481 Rochell Engineering, Inc. Project Title: 205 Santillane Avenue Engineer: Coral Gables, FL 33134 Project ID: (305)649-4049 Protect Descr: Printed: 2 JUL 2021, 4:35PM DESCRIPTION: RB-7 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 +D+0.60W+H 2.297 2.297 +D+0.70E+H 4.481 4.481 +D+0.750Lr+0.750L+0.450W+H 5.385 5.385 +D+0.750L+0.750S+0.450W+H 2.843 2.843 +D+0.750L+0.750S+0.5250E+H 4.481 4.481 • "". +0.60D+0.60W+0.60H 0.504 0.504 : . • "" "' • •' +0.60D+0.70E+0.60H 2.688 2.688 �' "' • • • D Only 4.481 4.481 ....•• .. ..••.• Lr Only 3.390 3.390 W Only -3.640 -3.640 • "". . "' • � � • � • � • H Only •... •.•. ••.•. Shear Stirrup Requirements • • • Between 0.00 to 2.75 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs = Min 11.4.6.1, use #3 stirrups spaced at 8.000 in • Between 2.77 to 7.23 ft, Vu < PhiVc/2, Req'd Vs = Not Reqd 11.4.6.1, use #3 stirrups spaced at 0.000 in • • • . . . • • Between 7.25 to 9.98 ft, PhiVc/2 < Vu <= PhiVc, Req'd Vs =Min 11.4,6.1, use #3 stirrups spaced at 8.000 in ' ' ; • • **Gee: Maximum Forces & Stresses for Load Combinations _ • • • • :....: Load Combination Location (ft) Bending Stress Results (k-ft) :. • ' ' Segment Span # along Beam Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 10.000 31.55 82.48 0.38 +1.40D+1.60H Span # 1 1 10.000 15.68 82.48 0.19 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 10.000 17.68 82.48 0.21 +1.20D+1.60L+0.50S+1.60H Span # 1 1 10.000 13.44 82.48 0.16 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 10.000 27.00 82.48 0.33 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 10.000 22.45 82.48 0.27 +1.20D+1.60Lr-0.50W+1.60H Span # 1 1 10.000 31.55 82.48 0.38 +1.20D+0.50L+1.60S+1.60H Span # 1 1 10.000 13.44 82.48 0.16 +1.20D+1.60S+0.50W+1.60H Span # 1 1 10.000 8.89 82.48 0.11 +1.20D+1.60S-0.50W+1.60H Span # 1 1 10.000 17.99 82.48 0.22 +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 10.000 8.58 82.48 0.10 +1.20D+0.50Lr+0.50L-W+1.60H Span # 1 1 10.000 26.78 82.48 0.32 +1.20D+0.50L+0.50S+W+1.60H Span # 1 1 10.000 4.34 82.48 0.05 +1.20D+0.50L+0.50S-W+1.60H Span # 1 1 10.000 22.54 82.48 0.27 +1.20D+0.50L+0.20S+E+1.60H Span # 1 1 10.000 13.44 82.48 0.16 +0.90D+W+0.90H Span # 1 1 10.000 0.98 82.48 0.01 +0.90D-W+0.90H Span # 1 1 10.000 19.18 82.48 0.23 +0.90D+E+0.90H Span # 1 1 10.000 10.08 82.48 0.12 Overall Maximum Deflections Load Combination Span Max. " " Defl (in) Location in Span (ft) Load Combination Max. "+" Defl (in) Location in Span (ft) +D+Lr+H 1 0.0228 5.000 0.0000 0.000 Rochell Engineering, Inc. 205 Santillane Avenue ',. Coral Gables, FL 33134 (305)6494049 DESCRIPTION: RB-8 CODE REFERENCES Project Title: Engineer: Project ID: Project Descr: Printed: 2 JUL 2021, 4:38PM Calculations per ACI 318-11, IBC 2012, CBC 2013, ASCE 7-10 Load Combination Set: ASCE 7-10 Material Properties fc = 3.0 ksi 16 Phi Values Flexure : 0.90 fr = fc1/2 " 7.50 = 410.792 psi Shear: 0.750 •"•' yf Density = 145.0 pcf R 1 = 0.850 . .... ....:. LtWt Factor = 1.0 ' Elastic Modulus = 3,122.0 ksi Fy - Stirrups 60.0 ksi 00 fy - Main Rebar = 60.0 ksi E - Stirrups = 29,000.0 ksi :... Stirrup Bar Size # 3 E - Main Rebar = 29,000.0 ksi .... ..... Number of Resisting Legs Per Stirrup = 2 : : • 0 0 0 • •I .! . .. . •..•j• D(0.41) Lr 0.12 MSPr 0.12 10 r 0.12 )g(-0.228) • 5.250 ft 6.670 ft 5.250 ft �8-wx28-h 8-wx28-h 8-wx2Wh Cross Section $ Reinforcing Details - - - --- ---- Rectangular Section, Width = 8.0 in, Height = 28.0 in Span #1 Reinforcing.... 247 at 3.0 in from Bottom, from 0.0 to 5.250 ft in this span 247 at 3.0 in from Top, from 0.0 to 5.250 ft in this span Span #2 Reinforcing.... 247 at 3.0 in from Bottom, from 0.0 to 6.670 ft in this span 247 at 3.0 in from Top, from 0.0 to 6.670 ft in this span Span #3 Reinforcing.... 247 at 3.0 in from Bottom, from 0.0 to 5.250 ft in this span 247 at 3.0 in from Top, from 0.0 to 5.250 ft in this span Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: D = 0.410, Lr = 0.120, W =-0.2280 k/ft, Tributary Width = 1.0 ft Load for Span Number 2 Uniform Load : D = 0,410, Lr = 0.120, W =-0.2280 k/ft, Tributary Width =1.0 ft Load for Span Number 3 Uniform Load : D = 0.410, Lr = 0.120, W =-0.2280 k/ft, Tributary Width =1.0 ft DESIGN SUMMARY Maximum Bending Stress Ratio = 0.031 : 1 Section used for this span Typical Section Mu: Applied -3.866 k-ft Mn * Phi: Allowable 125.678 k-ft Location of maximum on span 0.000 ft Span # where maximum occurs Span # 3 Maximum Deflection Max Downward Transient Deflection Max Upward Transient Deflection Max Downward Total Deflection Max Upward Total Deflection 0.000 in Ratio = 0.000 in Ratio = 0.000 in Ratio = 0.000 in Ratio = 0 <; 0< 0 <1 0 <1 Cross Section Strength & Inertia Top & Bottom references are for tension side of section Phi*Mn (k-ft) Moment of Inertia (in^4 ) Cross Section Bar Layout Description Bottom Top I gross Icr - Bottom Icr - Top Section 1 2- #7 @ d=25",2- #7 @ d=3", 125.68 125.68 14,634.67 4,669.06 4,669.06 Section 2 2-#7 @ d=25",2-#7 @ d=3", 125.68 125.68 14,634.67 4,669.06 4,669.06 Section 3 2- #7 @ d=25",2-#7 @ d=3", 125.68 125.68 14,634.67 4,669.06 4,669.06 Rochell Engineering, Inc. Project Title: 205 Santillane Avenue Engineer: Coral Gables, FL 33134 Project ID: (305)649-4049 Project Descr: Printed: 2 JUL 2021, 4:38PM MGM KW-06007358 -• CHELL ENGINEERING INC. DESCRIPTION: RB-8 Vertical Reactions Support notation : Far left is #1 Load Combination Support 1 Support 2 Support 3 Support 4 Overall MAXimum 1.463 5.024 5.024 1.463 Overall MINimum 0.232 0.798 0.798 0.232 +D+H 1.230 4.226 4.226 1.230 +D+L+H 1.230 4.226 4.226 1.230 +D+Lr+H 1.463 5.024 5.024 1.463 " • • +D+S+H 1.230 4.226 4.226 1.230 +D+0.750Lr+0.750L+H 1.405 4.824 4.824 1.405 '' • • •' ' • +D+0.750L+0.750S+H 1.230 4.226 4.226 1.230 • • • • • • • ' • • • • • • • +D+0,60W+H 0.966 3.316 3.316 0.966 004,000 • • • +D+0.70E+H 1.230 4.226 4.226 1.230 off*** 6 • • • • 6 • • +D+0.750Lr+0.750L+0.450W+H 1.206 4.142 4.142 1.206 *fee 0000 • • + • • +D+0.750L+0.750S+0.450W+H 1.032 3.544 3.544 1.032 • • • • • • • • • i • w' +D+0.750L+0.750S+0.5250E+H 1.230 4.226 4.226 1.230 • + • • • • • • • • • • +0.60D+0.60W+0.60H 0.473 1.626 1.626 0.473 • • • • , • • • +0.60D+0.70E+0.60H 0.738 2.535 2.535 0.738 • • • • • : • D Only 1.230 4.226 4.226 1.230 • • • • • • • Lr Only 0.232 0.798 0.798 0.232 • • : • • : "": W Only -0.441 -1.516 -1.516 -0.441 : ""' H Only Shear Stirrup Requirements Entire Beam Span Length: Vu < PhiVc12, Req'd Vs = Not Regd 11.4.6.1, use #3 stirrups spaced at 0.000 in Maximum Forces & Stresses for Load Combinations Load Combination Location (it) Bending Stress Results (k-ft ) Segment Span # along Beam Mu: Max Phi'Mnx Stress Ratio MAXimum BENDING Envelope Span # 1 1 5.250 -3.74 125.68 0.03 Span # 2 2 6.670 -3.87 125.68 0.03 Span # 3 3 5.250 -3.87 125.68 0.03 +1.40D+1.60H Span # 1 1 5.250 -3.12 125.68 0.02 Span # 2 2 6.670 -3.22 125.68 0.03 Span # 3 3 5.250 -3.22 125.68 0.03 +1.20D+0.50Lr+1.60L+1.60H Span # 1 1 5.250 -2.88 125.68 0.02 Span # 2 2 6.670 -2.98 125.68 0.02 Span # 3 3 5.250 -2.98 125.68 0.02 +1.20D+1.60L+0.50S+1.60H Span # 1 1 5.250 -2.67 125.68 0.02 Span # 2 2 6.670 -2.76 125.68 0.02 Span # 3 3 5.250 -2.76 125.68 0.02 +1.20D+1.60Lr+0.50L+1.60H Span # 1 1 5.250 -3.34 125.68 0.03 Span # 2 2 6.670 -3.45 125.68 0.03 Span # 3 3 5.250 -3.45 125.68 0.03 +1.20D+1.60Lr+0.50W+1.60H Span # 1 1 5.250 -2.94 125.68 0.02 Span # 2 2 6.670 -3.04 125.68 0.02 Span # 3 3 5.250 -3.04 125.68 0.02 +1.20D+1.60Lr-0.50W+1.60H Span # 1 1 5.250 -3.74 125.68 0.03 Span # 2 2 6.670 -3.87 125.68 0.03 Span # 3 3 5.250 -3.87 125.68 0.03 +1.20D+0.50L+1.60S+1.60H Span # 1 1 5.250 -2.67 125.68 0.02 Span # 2 2 6.670 -2.76 125.68 0.02 Span # 3 3 5.250 -2.76 125.68 0.02 +1.20D+1.60S+0.50W+1.60H Span # 1 1 5.250 -2.27 125.68 0.02 Span # 2 2 6.670 -2.35 125.68 0.02 Span # 3 3 5.250 -2.35 125.68 0.02 +1.20D+1.60S-0.50W+1.60H Span # 1 1 5.250 -3.07 125.68 0.02 Span # 2 2 6.670 -3.17 125.68 0.03 Span # 3 3 5.250 -3.17 125.68 0.03 Rochell Engineering, Inc. Project Title: 205 Santillane Avenue Engineer: Coral Gables, FL 33134 Project ID: (305)649-4049 Project Descr: Printed: 2 JUL 2021, 4:38PM DESCRIPTION: RB-8 Load Combination Location (ft) Bending Stress Results (k-ft ) Segment Span # along Beam Mu: Max Phi'Mnx Stress Ratio +1.20D+0.50Lr+0.50L+W+1.60H Span # 1 1 5.250 -2.08 125.68 0.02 Span # 2 2 6.670 -2.15 125.68 0.02 Span # 3 3 5.250 -2.15 125.68 0.02 +1.20D+0.50Lr+0.50L-W+1.60H • • • • Span # 1 1 5.250 -3.68 1 5.68 003 • Span # 2 2 6.670 -3.80 5.% • 0A 0 6 % Span # 3 3 5.250 -3.80 126.88 ' 0US • ; • +1.20D+0.50L+0.50S+W+1.60H • • • • • • � • • � 000000 Span # 1 1 5.250 -1.87 W6.6t • • 0.01 • • r Span # 2 2 6.670 -1. � 12�.�� 014000 • Span #3 3 5.250 -1.93 14�.gl:�• 00�•�•• �40� +1.20D+0.50L+0.50S-W+1.60H �••�• Span # 1 1 5.250 -3.47 m.Q1; • ; Obs • 00000 Span #2 2 6.670 -3.58 W9.00 0.03 •• •••••• Span # 3 3 5.250 -3.58 126.6& c • 0.03 • .' +1.20D+0.50L+0.20S+E+1.60H • • • • Span # 1 1 5.250 -2.67 1�5.68 002• • Span # 2 2 6.670 -2.76 5 ft * • 0*02 �' ; •..,; Span # 3 3 5.250 -2.76 123.88 ' • =• • • +0.901)+W+0.90H • • • • Span # 1 1 5.250 -1.20 125.68 0.01 Span # 2 2 6.670 -1.24 125.68 0.01 Span # 3 3 5.250 -1.24 125.68 0.01 +0.90D-W+0.90H Span # 1 1 5.250 -2.80 125.68 0.02 Span # 2 2 6.670 -2.89 125.68 0.02 Span # 3 3 5,250 -2.89 125.68 0.02 +0.90D+E+0.90H Span # 1 1 5.250 -2.00 125.68 0.02 Span # 2 2 6.670 -2.07 125.68 0.02 Span # 3 3 5.250 -2.07 125.68 0.02 Overall Maximum Deflections Load Combination Span Max. ' " Deft (in) Location in Span (ft) Load Combination Max. "+" Detl (in) Location in Span (ft) +D+Lr+H 1 0.0001 2.205 0.0000 0.000 +D+Lr+H 2 O.0002 3.335 0,0000 0.000 +D+Lr+H 3 0.0001 3.045 0.0000 0.000 N ROSALES . STADTHAGEN Architecture 5710 SW 84th STREET MIAMI, FLORIDA 33143 TEL 305.662.6470 FAX 305.668.7106 rsarch@att.net July 6, 2021 City of Miami Shores Village 10050 Northeast 2 nd. Avenue Miami Shores, FI. 33138 RE: Ulvert-Andrade 29 NE 102 nd. Street Miami Shores, FI. 33138 PERMIT # RC-10-19-2368 FILE NUMBER: Attn:PERMIT DESK ADMIN — 000050-2021 . .... ...... .. . ... ...... .. ...... ...... .... .... . . .....0 .... ..... ...... ... . .... . .. .. .. ...... . . . . .. . ...... . . 000 .. . . . Dear Sir or Madam, Attached is a letter from Miami Shores Village from Mr. Travis Kendall, it is the Approved Development Order for the above mentioned address. A note from Ms. Mariana Garcia mentions that this letter should be included when aplying for permit by the Building Department. Please see Architectural changes under Revision 3. This revision includes change of roof and small addition to kitchen area. We are also including the necessary Structural and MEP drawings with calculations for your review. Please let us know if you need additional information at your earliest convenience. Sincerely, R y� Camilo Rosales, AIA State of Florida Lic. # AR-0014360 10050 N.E SECOND AVENUE V� �tpRio* MIAMI SHORES. FLORIDA 33138-2382 TELEPHONE. (305) 795-2207 TRAVIS HENOALL FAX: (305) 756-8972 Planning S Zoning Director DEVELOPMENT ORDER File Number. Admin-000050-2021 Property Address: 29 NE 102 Street Miami Shores FL 33138 • • • • .... Owner/Applicant: Christian Ulvert & Carlos Andrade ...:.. .. . Address: 29 NE 102 Street Miami Shores FL 33138 • • • • • • • • ...... ... . Whereas, the applicant Christian Ulvert & Carlos Andrade (Ownerx has• filed air • application for site plan review Planning and Zoning Staff on the above Piopdrty. T1w.:. applicant sought approval as follows: Pursuant to Articles IV, V and VI of Appendix A Zoning, Sec. 400 Schedule of Regulations and Sec. 600. Administrative Site plan review and approval required for an exterior renovation and addition. Whereas, a Site Plan Review was conducted on June 9, 2021 After having considered the application and after reviewing the evidence submitted, finds: 1. The application was made in a manner consistent with the requirements of the Land Development Code of Miami Shores Village. 2. The conditions on the property and the plans merit consideration and are consistent with the requirements of the Land Development Code. This approval requires that all further development of the property shall be performed in a manner consistent with the site plan, drawings, and conditions. 1) Approval is granted as shown on the plans submitted and made a part of this approval. 2) Applicant to apply for and obtain all required building permits from the Building Department before beginning work. 3) Applicant to apply for and obtain all necessary permits and approvals from outside agencies. Page 1 of 2 Admin Review— 000050-2021_UlvertRosales VISIT US J tuwtu.miamishoresvillage.com 4) Applicant to obtain all required permits and approvals from the Miami -Dade Department of Regulatory and Economic Resources, Environmental Plan Review Division (DRER, EPRD) and the Miami -Dade Department of Health (DOHIHRS) as required. 5) Applicant to meet all applicable code provisions at the time of permitting. 6) This zoning permit will lapse and become invalid unless the work for which it was approved is started within one (1) year of the signing of the development order by the board chair, or if the work authorized by it is suspended or abandoned for a period of at least one (1) year. Additionally, the applicant must, satisfy all applicable Miami Shores Village Codes, Miami -Dade County Codes, the applicable building and life safety codes required f9j • development, and provide a copy of the development order to the Building Dfpt ' • •..' The application with conditions was approved this 9th day of June, 2021 b' pie Planning " and Zoning Board as follows: . • •. • • Approved Administratively by Planning and Zoning Director. Date Travis K Director, Page 2 of 2 Admin Review 000050-2021 UlvertRosales and Zoning Code-PZ <code-pz@msvfl.gov> To:'carlosandrad@gmail.com' Cc:'rsarch@att.net' Wed, Jun 9 at 4:16 PM Good afternoon: Attached please find the Approved Development Order for the above mentioned property. Please include a copy when applying for permits at the Building Department. Please call us should you have any questions. Thank you. w 4 • • • • • • •••• •••••• • Respectfully, Y •••• •••• ••••• •••••• ••• • ••••• •• •• •• •••••• • MARIANA GRACIA Executive Assistant • Code Compliance, Planning & Zoning code pzgmsvfl.gov 305-762-4862