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935 NE 95 St (10)M -DADE DEPT.: 107.01.1 5/98 OFFICIAL RECEIPT MIAMI -DADE COUNTY- RIDA 1 f l r C - C' RECEIVED FROM C ADDRESS FOR OFFICE USE ONLY STREET ADDRESS n STATE ZIP AMOUNT OF: /' l DOLLARS ) 1/i CENTS FOR PAYMENT OF: ( THIS RECEIPT NOT VALID UN TED, COMPLETED AND SIGNE 3Y UTHORIZED EMPLOYEE OF DEPARTMENT. j TRANS SUBSIDIARY IN BY: V DATE MONTH CASH $ CHECKS $ TOTAL N°.36-36019 X 63 DAY YEAR DIX CODE SUBOBJECT AMOUNT continue the permitting process. BUILDING AND ZONING DEPARTMENT 10050 N.E. SECOND AVENUE MIAMI SHORES. FLORIDA 33138-2382 TELEPHONE (305) 795-2204 FAX 1305) 756 -8972 RECEIPT ( I, contractor /owner, picked up 2 sets of plans for }. ( address) from the Building and Zoning Department oft (date) to have corrections done to plans and/or get County stamps. I understand that the plans need to be brought back to Miami Shores Building and Zoning to BUILDING AND ZONING DEPARTMENT 10050 N.E. SECOND AVENUE MIAMI SHORES. FLORIDA 33138-2382 TELEPHONE (305) 795•2204 FAX (305) 756-8972 RECEIPT ( 1, contractor/owner, picked up 2 sets of plans for • (address) from the Building and Zoning Department ort (Me) to have corrections done to plans and/or get County stamps. I • • understand that the plans need to be brought back to Miami Shores Building and Zoning to continue the permitting process. continue the permitting process. si BUILDING AND ZONING DEPARTMENT 10050 N.E. SECOND AVENUE MIAMI SHORES. FLORIDA 33138.2382 TELEPHONE (305) 795.2204 FAX (305) 755.8972 RECEIPT s L ( contractor /owner p icked u 2 sets o f plans for 9 ? Y eu G (J k from the Building and Zoning Department on (date) • a G/ — O f _ C S to have corrections done to plans and/or get County stamps I • understand that the plans need to be brought back to Miami Shores Building and Zoning to • BUILDING AND ZONING DEPARTMENT 10050 N.E. SECOND AVENUE MIAMI SHORES, FLORIDA 33138 -2382 TELEPHONE (305) 795.2204 FAX (305) 756 -8972 • RECEIPT l I, contractor /owner, picked up 2 sets of plans for (address) from the Building and Zoning Department on (date) to have ,corrections done to plans and/or get County stamps. I understand that the plans need to be brought back to Miami Shores Building and Zoning to continue the permitting process. ? g5-0"-( October 12, 2002 •... • • • • • • • •• • • • •1Giri :iamesPahC • . Jim Wahl & , Associates, Inc. ,64§ IrJE 92; £greet • . Miabli, F1:33 I18 •••• ••.. • RUTH & .ANTHONY KETTANEH 935 NE 95 Street Miami Shores, FL 33138 pear Mr. W411: We hereby appoint you our agent for the purposes of all permits, and for the purpose of giving notice of commencement. ��v►�e� �s �z 13 oc r 2ooa -, �awh ►tee. . Sincerely, Ruth Polley Kettaneh DONNA J. WETHERBEE Notary Public, State of New York No. 01WE5059846 Qualified In Bronx County :ommisslon Expires May 6, * , ; ()(7.) Ca ACCOUNT '.5 0 --- PAYMENT a .- BAL. DUE 4_6 No. RECEIVED FROM ) f 21• f..( •4 • DATE OFOR RENi. .QFOR / / L-11 / • • • • • • • • • • • • • • • • • • • • 4' A FROM CHECK (MMONEY Li BY \....../ORDER ' • • • • • • • • . • I ' • • • • • • • • • • To •' r ksz tj $ -o' 06 95 DOLLARS 1182 1Alq contractor /owner, picked up 2 sets of plans for (address) 9)-))_C '\ from the Building and Zoning Department oil (date) ) ) (13 understand that the plans need to be brought back to Miami Shores Building and Zoning to continue the permitting process. Slip:714 RECEIPT to have corrections done to plans and/or get County stamps. I BUILDING AND ZONING DEPARTMENT 10050 N.E. SECOND Aw:NUE MIAMI SHORES. FLORIDA 33138.2382 TELEPHONE (305) 795.2204 FAX (305) 756-8972 ENGINEERS and Consultants, Inc 4141 N. MIAMI AVE. SUITE 202. MIAMI, FL 33127 PH: (305) 572 -9939 FAX: (305) 675 -2935 STRUCTURAL CALCULATIONS KETTANEH'S RESIDENCE 935 N.E. 95 St. MIAMI SHORES, FL 33138 PREPARED FOR: Kettaneh March 24, 2003 PROCESSING / PERMIT #: ` ; 4 4 I 11 'a ; 030313 Kettaneh structural calcs.Raul A Schwerdt, P.E. 50093 3/24/2003 Page: 1 of 17 1 REFERRED DRAWING SHEETS 4 DOCUMENTS OF REFERENCE: 4 GEOTECHNICAL REPORT: 4 CONCRETE TESTING: 4 STANDARDS OF REFERENCE: 4 BUILDING DESCRIPTION 5 CODE COMPLIANCE 5 CONSTRUCTION TYPE5 BUILDING OCCUPANCY LOADS: 6 DEAD LOAD: 6 LIVE LOAD: 6 WIND LOAD 6 LOAD COMBINATIONS 6 DEFLECTION 7 DRIFT 7 STRUCTURE OVERALL DIMENSIONS 7 FRAMING DIMENSIONS 8 MEMBERS DESCRIPTION8 STRESS ANALYSIS 8 MEMBERS DETAILING 8 MEMBERS DESIGN 9 REINFORCED CONCRETE MEMBERS 9 STANDARD OF REFERENCE: 9 FOUNDATION 9 FOOTING DESIGN9 GRADE BEAMS 9 REINFORCED CONCRETE FRAMING 9 CONCRETE COLUMNS 9 ENGINEERS and Consultants, Inc 4141 N. MIAMI AVE. SUITE 202. MIAMI, FL 33127 PH: (305) 572 -9939 FAX: (305) 675 -2935 TAE3LE OF CONTENTS: SCOPE OF THE CALCULATIONS 4 REFERENCES 4 1 tt 030313 Kettaneh structural calcs.Raul A. Schvuerdt, P.E. 50093 3/24/2003 Page: 2 of 17 1 S ENGINEERS and Consultants, Inc 4141 N. MIAMI AVE. SUITE 202. MIAMI, FL 33127 PH: (305) 572 -9939 FAX: (305) 675 -2935 CONCRETE BEAMS 9 FLOOR SLAB 10 LINTELS 10 JAMBS 10 MASONRY 10 STANDARD OF REFERENCE 10 WALLS 10 LINTELS 10 JAMBS 10 STRUCTURAL STEEL MEMBERS 11 STANDARD OF REFERENCE: 11 STEEL COLUMNS 11 STEEL BEAMS I I CONNECTIONS 11 RAILINGS 11 CONNECTION RAILING -SLAB 11 LINTELS 11 JAMBS II WOOD MEMBERS 11 STANDARD OF REFERENCE: 11 ROOF 12 LINTELS 12 JAMBS 12 FENCE 12 ENVELOPE 12 FENESTRATIONS 12 DOORS 12 SEE EXHIBIT B FOR WIND PRESSURE ON EXTERIOR DOORS 12 WINDOWS 12 SEE EXHIBIT B FOR WIND PRESSURE ON WINDOWS EXHIBIT A: FRAMING PLAN 12 EXHIBIT A: FRAMING PLAN 13 EXHIBIT B: LOAD CALCULATIONS 14 EXHIBIT C: STRESS ANALYSIS 15 EXHIBIT D: MEMBERS DETAILING 16 EXHIBIT E: INDEX 17 I: 1 030313 Kettaneh structural calcs.Raui A. Schwerdt, P.E. 50093 3/24/2003 Page: 3 of 17 REFERENCES REFERRED DRAWING SHEETS ENGINEERS and Consultants, Inc 4141 N. MIAMI AVE. SUITE 202. MIAMI, FL 33127 PH: (305) 572 -9939 FAX: (305) 675 -2935 SCOPE OF THE CALCULATIONS Concrete Footings by the new addition. The stress analysis was modelled including masonry walls, floor and roof diaphragm. Sheets A - A - A - A -4, A -5.by M. Simon and Associates, dated on 01/23/03 DOCUMENTS OF REFERENCE: GEOTECHNICAL REPORT: Alex Montenegro, PE from Nutting Engineers dated on 03/18/03 CONCRE 1 b TESTING: N/A STANDARDS OF REFERENCE: FLORIDA BUILDING CODE 2001 ASCE 7 -98 � k. 030313 Kettaneh structural calcs.Raul A. Schwrdt, P.E. 50093 3/24/2003 Page: 4 of 17 ENGINEERS and Consultants, Inc 4141 N. MIAMI AVE. SUrrE 202. MIAMI, FL 33127 PH: (305) 572 -9939 FAX. (305) 675 -2935 BUILDING DESCRIPTION Two - stories Reinforced Concrete Framing, Concrete Masonry infill, Concrete Grade Beams. Wood joists floor and roof framing. CODE COMPLIANCE CONSTRUCTION TYPE FLORIDA BUILDING CODE 2001 Table 600 Type IV Unprotected, Unsprinklered BUILDING OCCUPANCY RESIDENTIAL R -3 030313 Kettaneh structural calcs.Raul A. Schwerdt, P.E. 50093 3/24/2003 Page: 5 of 17 LOADS: DEAD LOAD: ASCE 7 -98 Table C3 -1 SEE EXHIBIT B FOR DETAILED CALCULATIONS LIVE LOAD: FLORIDA BUILDING CODE 2001 Table 1614, and Table 4 -1 of ASCE 7 -98 SEE EXHIBIT B FOR DETAILED CALCULATIONS WIND LOAD ASCE 7 -98 SECTION 6.4 METHOD 1 SEE EXHIBIT B FOR DETAILED CALCULATIONS LOAD COMBINATIONS U: Factored Load D: Dead Load L: Live Load Lr : Roof Live W: Wind Load ASCE 7 -98 SECTION 2.3.2 U, = 1.2D +1.6L, +0.8 U2 = 1.2D +1.6L +0.8 WE,,, U 1.20 +1.6Lr +0.5L U4= 1.2D +/- 1.6 + 0.5L +0.5L, U5= 1.2D +/- 1.6 WE,,,, + 0.5L +0.5� ENGINEERS and Consultants, Inc 4141 N. MIAMI AVE. SUITE 202. MIAMI, FL 33127 PH: (305) 572 -9939 FAX: (305) 675 -2935 030313 Kettaneh structural calcs.Raul A. Schwerdt, P.E. 50093 3/24/2003 Page: 6 of 17 ACI 318 -99 SECTION 9.2 U6 1.413 +1.7L U = 0.75 (1.4D +1.7L +1 .7WNS) U8 = 0.75 (1.40 +1.7L +1.7W AISC LRFD 3` Ed. Part 2 U9 = 1.40 U 1.213 +1.6L +0.5L U„ = 1.2D+ 1.6L +0.8 U12= 1.20 +1.6L, +0.8W U13= 0.90 + /- 1.6 U14= 0.90 + /- 1.6W DRIFT MAXIMUM DRIFT = H /300 ENGINEERS and Consultants, Inc 4141 N. MIAMI AVE. SUITE 202. MIAMI, FL 33127 PH: (305) 572 -9939 FAX: (305) 675 -2935 DEFLECTION FLOOR MEMBERS MAXIMUM DEFLECTION: LL = L/360, DL ILL = L/240 NON - PLASTER CEILING MAXIMUM DEFLECT /ON.: LL = L/240, DL +LL = L/180 ROOF MEMBERS MAX /MUM DEFLECTION LL = L/360, DL +LL = L/240 WALL MEMBERS MAX /MUM DEFLECTION : LL= L/180 STRUCTURE OVERALL DIMENSIONS LENGTH = 36 ft WIDTH = 33 ft HEIGHT = 21.4 ft 030313 Kettaneh structural calcs.Raul A. Schwerdt, P.E. 50093 3/24/2003 Page: 7 of 17 $ ENGINEERS and Consultants, Inc FRAMING DIMENSIONS SEE EXHIBIT A FOR FRAMING PLAN MEMBERS DESCRIPI1ON BEAMS MEMBERS ARE LABELED BY TYPE OF MEMBER, ELEVATION, GRID LINE, AND LOCATION BETWEEN GRID ROWS. FOR EXAMPLE: BEAM 1 6 A -B STANDS FOR BEAM ON THE FIRST FLOOR, GRID LINE 6, BETWEEN GRID LINES A AND B. COLUMNS MEMBERS ARE LABELED BY TYPE OF MEMBER, ELEVATION RANGE, AND GRID LINES INTERSECTION. FOR EXAMPLE. COL 1 -2 A -3 STANDS FOR COLUMN BETWEEN FIRST AND SECOND FLOOR, ON THE INTERSECTION OF GRID LINES A AND 3. STRESS ANALYSIS SEE EXHIBIT C FOR STRESS ANALYSIS MEMBERS DETAILING 4141 N. MIAMI AVE. SUITE 202. MIAMI, FL 33127 PH: (305) 572 -9939 FAX: (305) 675 -2935 SEE EXHIBIT D FOR MEMBERS CALCULATIONS AND DETAILING 1 t 11,1\ 030313 Kettaneh structural calcs.Raul A. Schwerdt, P.E. 50093 3/24/2003 Page: 8 of 17 REINFORCED CONCRE 1 E MEME3ERS STANDARD OF REFERENCE: ACI 318 - 99 FOUNDATION FOOTING DESIGN CONCRETE: f' = 3,000 psi REINFORCING f., = 60,000 psi CONNECTION FOOTING - COLUMN GRADE BEAMS CONNECTION GRADE BEAM- FO011NG REINFORCED CONCRETE FRAMING CONCRETE: f', = 3,000 psi REINFORCING f = 60,000 psi ENGINEERS and Consultants, Inc 4141 N. MIAMI AVE. SUITE 202. MIAMI, FL 33127 PH: (305) 572 -9939 FAX: (305) 675 -2935 CONCRE 1 E COLUMNS SEE EXHIBIT D FOR CALCULATIONS. AND DETAILING OF CONCRETE COLUMNS CONCRE 1 E BEAMS SEE EXHIBIT D FOR CALCULATIONS AND DETAILING OF CONCRETE BEAMS 030313 Kettaneh structural calcs.RauI A. Schwerdt, P.E. 50093 3/24/2003 Page: 9 of 17 CONNECTION BEAM - COLUMN FLOOR SLAB CONNECTION FLOOR SLAB -BEAM CONNECTION FLOOR SLAB - COLUMN LINTELS JAMBS MASONRY STANDARD OF REFERENCE: ACI 318 -99 ACI 530 -99 MASONRY: f' = 2,500 psi Mortar Grout Type S WALLS CONNECTION MASONRY -GRADE BEAM CONNECTION MASONRY-TIE BEAM LINTELS JAMBS CONNECTION FENCE -GRADE BEAM ENGINEERS and Consultants, Inc 4141 N. MIAMI AVE. SUITE 202. MIAMI, FL 33127 PH: (305) 572 -9939 FAX: (305) 675 -2935 030313 Kettaneh structural calcs.Raul A. Schwerdt, P.E. 50093 3/24/2003 Page: 10 of 17 STRUCTURAL STEEL MEMBERS STANDARD OF REFERENCE: AISC LRFD 3 Edition STEEL: f,, = 60,000 psi STEEL COLUMNS STEEL BEAMS CONNECTIONS STEEL: f,, = 60,000 psi BOLTS: f = 50,000 psi WELDS: f., = 70,000 psi CONNECTION BEAM-COLUMN RAILINGS CONNECTION RAILING -SLAB LINTELS JAMBS WOOD MEMBERS STANDARD OF REFERENCE: AFPA NDS 1997 WOOD: f = 1,200 psi ENGINEERS and Consultants, Inc 4141 N. MIAMI AVE. SUITE 202. MIAMI, FL 33127 PH: (305) 572 -9939 FAX: (305) 675 -2935 I 030313 Kettaneh structural calcs.Raul A. Schwerdt, P.E. 50093 3/24/2003 P, ROOF ENVELOPE FENESTRATIONS DOORS WINDOWS ENGIN WOOD MEMBER CONNECTORS CONNECTION JOIST TIE BEAM RAFTERS /JOISTS CONNECTION RAFTERS -TIE BEAM ROOF DIAPHRAGM CONNECTION ROOF DIAPITRAGM - LEDGER LINTELS JAMBS FENCE CONNECTION FENCE -GRADE BEAM E E R S and Consultants, Inc 4141 N. MIAMI AVE. SUITE 202. MIAMI, FL 33127 PH: (305) 572 -9939 FAX: (305) 675 -2935 SEE EXHIBIT B FOR WIND PRESSURE ON EXTERIOR DOORS SEE EXHIBIT B FOR WIND PRESSURE ON WINDOWS 030313 Kettaneh structural calcs.R A. Schwerdt, P.E. 50093 3/24/2003 Page: 12 of 17 EXHIBIT A: FRAMING PLAN ENGINEERS and Consultants, Inc 4141 N. MIAMI AVE. SUITE 202. MIAMI, FL 33127 PH: (305) 572 -9939 FAX: (305) 675 -2935 030313 Kettaneh structural calcs.Raul A. Schwerdt, P.E. 50093 3/24/2003 Page: 13 of 17 RAM Advanse File : KETTANEH.AVW C3=1.2d1+0.5LL+0.511.1+1.3W /Y X Analysis: Pdelta Date: 3/24/2003 7:18:46 PM FRAMING ISOMETRIC KETTANEH RESIDENCE 935 N.E. 95 St. Miami Shores, FL 33138 EXHIBIT B: LOAD CALCULATIONS ENGINEERS and Consultants, Inc 4141 N. MIAMI AVE. SUITE 202. MIAMI, FL 33127 PH: (305) 572 -9939 FAX: (305) 675 -2935 030313 Kettaneh structural calcs.Raui A. Sdhwerdt, P.E. 50093 3/24/2003 Page: 14 of 17 RAS Engineers and Consultants, Inc. 4141 NORTH MIAMI AVE. SUITE 202 MIAMI, FL 33127 (305) 572 -9939 JOB TITLE KETTANEH's RESIDENCE JOB NO. T- 030313 SHEET NO. EXHIBIT B CALCULATED BY RAS DATE 3/24/03 CHECKED BY DATE STRUCTURAL LOAD CALCULATIONS FOR KETTANEH's RESIDENCE MIAMI SHORES, FL RAS Engineers and Consultants, Inc. 4141 NORTH MIAMI AVE. SUITE 202 MIAMI, FL 33127 (305) 572 -9939 Code Search 1. Code: Florida Building Code 2001 II. Occupancy: Occupancy Group = III. Type of Construction: Fire Rating: Floor Stairs & Exitways Balcony Mechanical Partitions Roof = Floor = IV. Live Loads: Roof angle (0) Roof 0 to 200 sf: 200 to 600 sf: over 600 sf: V. Wind Loads (ASCE7 -98): Importance Factor Wind speed Directionality (Kd) Mean Roof Ht (h) Exposure Enclosure Classif. Internal pressure Building length (L) Least width (B) Kz case 1 Kz case2 H/Lh= 0.00 x/Lh = 0.10 z/Lh = 0.22 At Mean Roof Ht: Kzt = (1 +K,K ^2 = R Residential 0.0 hr 1.0 hr 2.00 / 12 20 psf 16 psf 12 psf 40 psf 100 ps 60 psf N/A 20 psf 1.00 146 mph 0.8:5 22.0 It Enclosed Building +/ -0.13 97.0 ft 37.0 ft 0.920 0.920 Topographic Factor (Kzt) Topography Flat Hill Height (H) 5.0 ft Half Hill Length (Lh) 100.0 ft Actual H/Lh = 0.00 Use H/Lh = 0.00 Modified Lh = 100.0 ft From top of crest: x= 10.0 ft Bldg up /down wind? downwind K, K2 = K3 = JOB NO. T- 030313 SHEET NO. CALCULATED BY RAS DATE 3/24/03 CHECKED BY DATE 9.5 deg H< 15ft;exp C Kzt=1.0 0.000 0.933 1.000 L00 ti t JOB TITLE KETTANEH's RESIDENCE If Broward or Dade County, non - reducible roof LL is 20 psf cz Speed-up .4upwindJ x[downwind] ESCARPMENT V(z) V(z) x(upwind) LA Speed -up � L V x(downwind) H 2D RIDGE or 3D AXISYMMETRICAL HILL RAS Engineers and Consultants, Inc. 4141 NORTH MIAMI AVE. SUITE 202 MIAMI, FL 33127 (305) 572 -9939 V. Wind Loads (ASCE7 - 98) - cont.: Test for Enclosed Building: A building that does not qualify as open or partially enclosed. Test for Open Building: All walls are at least 80% open. Ao ? 0.8Ag Test for Partially Enclosed Building: Input Ao Ag Aoi Agi 180.0 sf 814.0 sf 800.0 sf 4400.0 sf Total area of all wall & roof openings (Aog): Unpartitioned internal volume (Vi) : Ao >_ 1.lAoi Ao >4'/0.01Ag Aoi / Agi <_ 0.20 Conditions to qualify as Partially Enclosed Building. Must satisfy all of the following: Ao >= 1.lAoi Ao > smaller of 4' or 0.01 Ag Aoi / Agi <= 0.20 Where: Ao = the total area of openings in a wall that receives positive external pressure. Ag = the gross area of that wall in which Ao is identified. Aoi = the sum of the areas of openings in the building envelope (walls and roof) not including Ao. Agi = the sum of the gross surface areas of the building envelope (walls and roof) not including Ag. Reduction Factor for large volume partially enclosed buildings (Ri): If the partially enclosed building contains a single room that is unpartitioned , the internal pressure coefficient may be multiplied by the reduction factor Ri. Ri = JOB NO. T- 030313 SHEET NO. CALCULATED BY RAS DATE 3/24/03 CHECKED BY DATE 0 sf 0 cf 1.00 JOB TITLE KETTANEH's RESIDENCE Test NO YES YES Building is NOT Partially Enclosed. Surface 26.4 11.0 Case A 9.4 -11.5 Case B -21.8 Perpendicular 0 = 9 deg GCpf w/ +GCpi w/ -GCpi Parallel 0 = Odeg GCpf w/ +GCpi w/ -GCpi All Directions GCpf w/ +GCpi w/ -GCpi N M a 1 O 0.44 0.62 0.26 0.40 0.58 0.22 -0.45 -0.27 -0.63 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 -0.69 -0.51 -0.87 -0.40 -0.22 -0.58 -0.37 -0.19 -0.55 -0.37 -0.19 -0.55 -0.33 -0.15 -0.51 -0.29 -0.11 -0.47 -0.45 -0.27 -0.63 - - - - - - 0.40 0.58 0.22 - - - - - - -0.29 -0.11 -0.47 IE 0.67 0.85 0.49 0.61 0.79 0.43 -0.48 -0.30 -0.66 2E -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 -1.07 -0.89 -1.25 3E -0.58 -0.40 -0.76 -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.49 -0.31 -0.67 -0.43 -0.25 -0.61 -0.48 -0.30 -0.66 5E - - - - - - 0.61 0.79 0.43 6E - - - - - - -0.43 -0.25 -0.61 N M of v1 VD 26.4 11.0 24.8 9.4 -11.5 -26.9 -21.8 -37.1 -21.8 -37.1 -21.8 -37.1 -9.5 -24.9 -8.1 -23.5 -8.1 -23.5 -6.5 -21.8 -4.7 -20.1 -11.5 -26.9 - - - - 24.8 9.4 - - - - -4.7 -20.1 lE 36.1 20.8 33.7 18.4 12.8 28.2 2E -38.0 -53.4 -38.0 -53.4 -38.0 -53.4 3E -17.0 -32.3 -14.9 30.3 -14.9 -30.3 4E -13.3 -28.7 -10.7 -26.0 -12.8 -28.2 5E - 33.7 18.4 6E - 10.7 -26.0 . RAS Engineers and Consultants, Inc. 4141 NORTH MIAMI AVE. SUITE 202 MIAMI, FL 33127 (305) 572-9939 V. Wind Loads (ASCE7 -98) - MWFRS h5..60' (Low -rise Buildings) Enclosed/partially enclosed only 4E 3 CASE A PERPENDICULAR TORDOE E WWO RECTX.IN RANGE ZONE 2: Iesscr of O.5B Gr2Sh 2 isrtegotire Kz = Kh = 0.92 (case 1) Base pressure (qh) = 42.7 psf GCpi = +1 -0.18 Wind Surface pressures (psf) - use 10 psf minimum for zones 1 plus 4 and 5 plus 6 MWFRS Simple Diaphram Pressures (psf) Transverse direction (normal to L) Interior Zone: Wall 32.9 psf Roof -12.3 psf End Zone: Wall 49.5 psf Roof -21.0 psf Longitudinal direction (parallel to L) Interior Zone: Wall 29.4 psf End Zone: Wall 44.4 psf Windward roof overhangs 29.0 psf upward C,P.SE A PARALLEL TO WE, OE JOB TITLE KETTANEH's RESIDENCE JOB NO. T- 030313 SHEET NO. CALCULATED BY RAS DATE 3/24/03 CHECKED BY DATE 8 WWO DIRECTION RANGE N 0 0 Edge Strip (a) End Zone (2a) Zone 2 length = WINDWARD WINDWARD ROOF OVERHANG FAT WINDWARD ROOF L!2 orZONE 2 VERTICAL VERTICAL CASEB ALL ORECTIONS 3.7 ft 7.4 ft 18.5 ft LEEWARD ROOF ti 0 N °.� Dl2 or ZONE TRANSVERSE ELEVATION LEEWARD ROOF LONGITUDINAL ELEVATION GCp +/- GCpi Surface Pressure (psf) User input 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 842 sf -1.18 -1.11 -1.08 -50 psf -47 psf -46 psf - 1.08 -46 psf -1.98 -1.49 -1.28 -85 psf -64 psf -55 psf -1.28 -55 psf -1.98 -1.49 -1.28 -85 psf -64 psf -55 psf -1.28 -55 psf 0.48 0.41 0.38 20 psf 18 psf 16 psf 0.38 16 psf -1.88 -1.81 -1.73 -80 psf -77 psf -76 psf -1.78 -76 psf -2.98 -1.58 -0.93 -127 psf -68 psf -42 psf -0.98 -42 psf GCp +/- GCpi Surface Pressure (psf) User input lO sf 100 sf . 500 sf 10 sf 100 sf 500 sf 380 sf -1.17 -1.01 -0.90 -49.9 psf -43.2 psf -38.4 psf -0.92 -39.2 psf -1.44 -1.12 -0.90 -61.5 psf -47.9 psf -38.4 psf -0.94 -40.0 psf 1.08 0.92 0.81 46.1 psf 39.3 psf 34.6 psf 0.83 35.4 psf RAS Engineers and Consultants, Inc. JOB TITLE KETTANEH's RESIDENCE 4141 NORTH MIAMI AVE. SUITE 202 JOB NO. T- 030313 SHEET NO. MIAMI, FL 33127 CALCULATED BY RAS DATE 3/24/03 (305) 572 -9939 CHECKED BY DATE V. Wind Loads (ASCE7 -98) Components & Cladding: Low -rise Buildings (h <_ 60') & Alternate design 60' <h<90' Kz = Kh (case 1) = 0.92 GCpi = +/ -0.18 NOTE: If tributary area is greater than Base pressure (qh) = 42.7 psf a = 3.7 ft 700sf, MWFRS pressure may be used. Minimum parapet height at building parimeter = 3.0 ft a Roof Walls Area Negative Zone 1 Negative Zone 2 Negative Zone 3 Positive All Zones Overhang Zone 2 Overhang Zone 3 Area Negative Zone 4 Negative Zone 5 Positive Zone 4 & 5 - - - 2a <_IO 'and IVbnoslope <3 I I 0 Nbnosiope 10 <B_ <30 Roof Angle = 9.5 deg Check box if roof slopes in only one direction Negative zone 3 = zone 2, since parapet >= 3ft. Note: GCp reduced by l0% due to roof angle <= 10 deg. a 2a Mbnosloppee 3 <B <10° \ 9-› t0° 2a I Monosloped ? B > 10° EXHIBIT C: STRESS ANALYSIS ENGINEERS and Consultants, Inc 4141 N. MIAMI AVE. SUITE 202. MIAMI, FL 33127 PH: (305) 572 -9939 FAX: (305) 675 -2935 \, 030313 Kettaneh structural calcs.Raul k. Schwerdt, P.E. 50093 3/24/2003 Page: 15 of 17 RAM Advanse File C:\Documents and Settings1Administrator\My Documents\ Production \Engineers \Design\Residential \030313 Kettaneh Residence \KETTAN EH.AV W Units Kip -ft Date . 3/24/2003 7:09:13 PM Translations Translations fin] Rotations fRad] Node TX TY TZ RX RY Condition C1= 0.9dI +1.3W 7 0.00000 0.00000 0.00000 0.00000 Condition C2= 0.9dI -1.3W 7 0.00000 0.00000 0.00000 0.00000 0.00000 Condition C3= 1.2dI +0.5LL +0.5LLr +1.3W 7 0.00000 0.00000 0.00300 Condition C4= 1.2d1 +0.5LL +0.5LLr -1.3W 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Condition C5= 1.2dI +0.5LL +1.3W 7 0.00000 Analysis Results 0.00000 RZ 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Condition C6= 1.2d1 +0.5LL +1.6LLr 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Condition C7= 1.2dI +0.5LL -1.3W 7 0.00000 Condition C9= 1.2d1 +0.5LLr -1.3W 7 0.00000 0.00000 0.00000 Condition C11= 1.2d1 +1.6LL 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Condition C8= 1.2d1 +0.5LLr +1.3W 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Condition C10= 1.2d1 +1.3W 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Condition C12= 1.2dI +1.6LL +0.5LLr 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Condition C13= 1.2d1 +1.6LLr 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Condition C14= 1.2d1 +1.6LLr +0.8W 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Condition C15= 1.2d1 +1.6LLr -0.8W 7 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Condition C16= 1.2dI -1.3W 7 0.00000 Condition C17 =1.4d1 0.00000 7 0.00000 0.00000 0.00000 0.00000 1 1 I t � a e1 1' Reactions 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 y ".z- J X. - Fj. Mx: Z F � • Fx: 4 Direction of positive forces and moments Forces (Kip] Moments fKip'ftl Node FX FY FZ MX MY MZ Condition C1= 0.9d1 +1.3W 7 - 5.96967 0.13979 11.07090 - 0.36575 - 5.24688 - 0.00030 SUM - 5.96967 0.13979 11.071)90 - 0.36575 - 5.24688 - 0.00030 Condition C2= 0.9d1 -1.3W 7 5.42452 -0.05753 24.62020 0.46511 4.96585 - 0.00107 SUM 5.42452 -0.05753 24.62020 0.46511 4.96585 - 0.00107 Condition C3= 1.2dI +0.5LL +0.5LLr +1.3W 7 -6.19408 0.19475 24.521)91 -0.35189 - 5.36793 - 0.00088 SUM 7 SUM - 6.19408 0.19475 Condition C4= 1.2d1 +0.5LL +0.5LLr -1.3W 24.521)91 - 0.35189 - 5.36793 - 0.00088 5.20070 - 0.00268 38.07028 0.47947 4.84778 - 0.00165 5.20070 - 0.00268 38.07028 0.47947 4.84778 - 0.00165 Condition C5= 1.2d1 +0.5LL +1.3W 7 - 6.15244 0.17165 22.47428 - 0.33510 - 5.34322 - 0.00075 SUM -6.15244 0.17165 22.47428 -0.33510 - 5.34322 - 0.00075 Condition C6= 1.2d1 +0.5LL +1.6LLr 7 - 0.58859 0.14682 35.79319 0.02681 - 0.31492 - 0.00156 SUM - 0.58859 0.14682 35.79319 0.02681 - 0.31492 - 0.00156 Condition C7= 1.2dI +0.5LL -1.3W 7 5.24227 - 0.02574 36.02364 0.49618 4.87205 - 0.00151 SUM 5.24227 - 0.02574 36.02:364 0.49618 4.87205 -0.00151 Page2 Condition C8= 1.2d1 +0.5LLr +1.3W 7 - 6.10240 0.17662 19.066C4 -0.36613 - 5.31939 - 0.00067 SUM - 6.10240 0.17662 19.06604 -0.36613 - 5.31939 -0.00067 Condition C9= 1.2d1 +0.5LLr -1.3W 7 5.29211 -0.02076 32.6152.7 0.46503 4.89507 -0.00143 SUM 5.29211 -0.02076 32.615 :7 0.46503 4.89507 - 0.00143 Condition C10= 1.2d1 +1.3W 7 - 6.06076 0.15353 17.01940 - 0.34934 - 5.29468 - 0.00053 SUM - 6.06076 0.15353 17.01940 -0.34934 - 5.29468 - 0.00053 Condition C11= 1.2d1 +1.6LL 7 -0.65684 0.11280 41.24973 0.11194 - 0.34195 - 0.00160 SUM -0.65684 0.11280 41.24973 0.11194 -0.34195 - 0.00160 Condition C12= 1.2d1 +1.6LL +0.5LLr 7 -0.69843 0.13588 43.29637 0.09520 - 0.36644 - 0.00173 SUM -0.69843 0.13588 43.29637 0.09520 - 0.36644 - 0.00173 Condition C13= 1.2d1 +1.6LLr 7 - 0.49706 0.12872 30.34330 0.01247 - 0.26701 - 0.00134 SUM -0.49706 0.12872 30.34330 0.01247 - 0.26701 - 0.00134 Condition C14= 1.2d1 +1.6LLr+0.8W 7 - 4.00296 0.18947 26.17427 - 0.24327 - 3.40985 -0.00111 SUM - 4.00296 0.18947 26.17427 - 0.24327 - 3.40985 - 0.00111 Condition C15= 1.2d1 +1.6LLr -0.8W 7 3.00914 0.06797 34.51233 SUM 3.00914 0.06797 34.512:33 Condition C16= 1.2d1 -1.3W 7 5.33368 - 0.04383 30.568'74 0.48174 4.91935 - 0.00130 SUM 5.33368 - 0.04383 30.56874 0.48174 4.91935 -0.00130 Condition C17 =1.4d1 7 -0.42456 0.06400 27.75975 0.07708 - 0.22007 - 0.00107 SUM -0.42456 0.06400 27.75975 0.07708 - 0.22007 - 0.00107 Nodal displacements envelope Note.- lc is the controlling load condition Nodal displacements envelope for : C1= 0.9d1 +1.3W C2= 0.9dI -1.3W C31 .2d 1 +0.5LL +0.5LLr +1.3 W C41 .2 d I +0.5 L L +0.5 L L r -1.3 W Page3 0.26832 0.26832 2.87656 - 0.00158 2.87656 - 0.00158 C5= 1.2d1 +0.5LL +1.3W C6= 1.2d1 +0.5LL +1.6LLr C7= 1.2dI +0.5LL -1.3W C81 .2d I +0.5 LLr +1.3 W C9= 1.2d1 +0.5LLr -1.3W C10= 1.2d1 +1.3W C11= 1.2d1 +1.6LL C12= 1.2d1 +1.6LL +0.5LLr C13= 1.2d1 +1.6LLr C14= 1.2d1 +1.6LLr +0.8W C15= 1.2d1 +1.6LLr -0.8W C16= 1.2d1 -1.3W C17 =1.4d1 Node X LC Y LC Z LC Rx LC Ry LC Rz LC [in] [in] [in] [Rad] [Rad] [Rad] 7 Max 0.000 C1 0.000 C1 0.000 C1 0.00000 C1 0.00000 C1 0.00000 Cl Min 0.000 C1 0.000 C1 0.000 C1 0.00000 C1 0.00000 C1 0.00000 C1 Envelope for nodal reactions Note.- lc is the controlling load condition Node Ivl Y J x= 1 Fy r;'1: z ' Fx Fz • y j' f'Az I Direction of positive forces and moments Envelope of nodal reactions for C1= 0.9dI +1.3W C2= 0.9d1 -1.3W C3= 1.2d1 +0.5LL +0.5LLr +1.3W C4= 1.2d1 +0.5LL +0.5LLr -1.3W C5= 1.2d1 +0.5LL +1.3W C6= 1.2d1 +0.5LL +1.6LLr C7= 1.2d1 +0.5LL -1.3W C8= 1.2d1 +0.5LLr +1.3W C91 .2d I +0.5 L L r -1.3 W C10= 1.2d1 +1.3W C11= 1.2d1 +1.6LL C 12= 1.2d1 +1.6LL +0.5LLr C13= 1.2d1 +1.6LLr C 14= 1.2d1 +1.6LLr +0.8W C15= 1.2d1 +1.6LLr -0.8W C16= 1.2d1 -1.3W C17 =1.4d1 Traslation Rotation Forces Moments Fx LC Fy LC Fz LC Mx LC My LC Mz LC [Kip] [Kip] [Kip] [Kip`ft] [Kip*ft] [Kip *ft] 7 Max 5.425 C2 0.195 C3 43.296 C12 0.49618 C7 4.96585 C2 - 0.00030 C1 Min -6.194 C3 -0.058 C2 11.071 C1 - 0.36613 C8 - 5.36793 C3 - 0.00173 C12 , r 1 1 , ( � t, ' : Page4 1 Ji � i [ iAil EXHIBIT D: MEMBERS DETAILING ENGINEERS and Consultants, Inc 4141 N. MIAMI AVE. SUfFE 202. MIAMI, FL 33127 PH: (305) 572 -9939 FAX: (305) 675 -2935 I 030313 Kettaneh structural calcs.Raul A. Schvverdt, P.E. 50093 3/24/2003 Page: 16 of 17 . RAM Advanse File C:1Documents and Settings'Administrator\My Documents\ Production\ Engineers \Design \Residentia11030313 Kettaneh Residence KETTANEH.AVW Units Kip-ft Date : 3/24/2003 7:08:10 PM Reinforced Concrete Footings GENERAL INFORMATION: Design code Load conditions included in the desiqn: n7C1 +0.9n7DL +1.3n7W n7C2 +0.9n7DL- 1.3n7W n7C3 + 1.2n7DL +0.5n7LL +0.5n7LLR +1.3n7W n7C4 + 1.2n7DL +0.5n7LL +0.5n7LLR- 1.3n7W n7C5 +1.2n7DL +0.5n7LL +1.3n7W n7C6 +1.2n7DL +0.5n7LL +1.6n7LLR n7C7 +1.2n7DL +0.5n7LL- 1.3n7W n7C8 +1.2n7DL +0.5n7LLR +1.3n7W n7C9 +1.2n7DL +0.5n7LLR- 1.3n7W n7C10 +1.2n7DL +1.3n7W n7C11 +1.2n7DL +1.6n7LL n7C12 +1.2n7DL +1.6n7LL +0.5n7LLR n7C13 +1.2n7DL +1.6n7LLR n7C14 +1.2n7DL +1.6n7LLR +0.8n7W n7C15 +1.2n7DL +1.6n7LLR- 0.8n7W n7C16 +1.2n7DL- 1.3r7W n7C17 +1.4n7DL Nodes where the footings are located 7 Materials Concrete, fc Concrete type Modulus of elasticity Unit weight Soil Modulus of subgrade reaction Soil unit weight Geometry Footing type ACI- 318 -99 3.00 [Kip /in2] Steel, fy Normal Epoxy coated 2100.00 [Kip /in2] 150.00 [Lb/113] 70.00 [Kip /13] 100.00 [Lb/113] Left Design Results Pagel 60.00 [Kip /in2] No Length L Width B Height hf Depth of the base (Df) Rebar Clear cover 3.00 [in] Maximum Rho /Rho balanced ratio 0.75 Reinforcement // to B (zz) 10 -#6 @6" Reinforcement // to L (xx) 10 -#6 @6" Min rebar ratio 0.00180 Dowel bar size Rebar 845 Clear cover 1.00 [in] Development length calculated in tension Qnty of bars // to b 3 Qnty of bars // to l 3 Stirrups #4 @12" Number of legs // to b: 3 Number of legs // to 1 3 Forces (at the geometric center of the footing) Node - Condition Axial Mxx Mzz Vx Wz [Kip] [Kip *ft] [Kip *ft] [Kip] [Kip] n7C1 0.14 -0.37 0.00 -5.97 11.07 n7C2 -0.06 0.47 0.00 5.42 24.62 n7C3 0.19 -0.35 0.00 -6.19 24.52 n7C4 0.00 0.48 0.00 5.20 38.07 n7C5 0.17 -0.34 0.00 -6.15 22.47 n7C6 0.15 0.03 0.00 -0.59 35.80 n7C7 -0.03 0.50 0.00 5.24 36.02 n7C8 0.18 -0.37 0.00 -6.10 19.07 n7C9 -0.02 0.47 0.00 5.29 32.62 n7C10 0.15 -0.35 0.00 -6.06 17.02 n7C11 0.11 0.11 0.00 -0.66 41.25 n7C12 0.14 0.10 0.00 -0.70 43.30 n7C13 0.13 0.01 0.00 -0.50 30.34 n7C14 0.19 -0.24 0.00 -4.00 26.17 n7C15 0.07 0.27 0.00 3.01 34.51 n7C16 -0.04 0.48 0.00 5.33 30.57 n7C17 0.06 0.08 0.00 -0.42 27.76 RESULTS: Status OK Soil.Foundation interaction Controlling condition n7C3 Node - Condition qmean qmax Amax Area in compression [Kip /ft2] [Kip /ft2] [in] [ft ( %) n7C1 0.41 n7C2 0.40 n7C3 0.41 n7C4 0.40 n7C5 0.41 n7C6 0.41 0.42 0.42 0.42 0.42 0.42 0.41 I i j 5.00 ]ft] 5.00 Ift] 2.00 ]ft] 3.00 (ft] 0.073 0.072 0.073 0.073 0.073 0.070 Column length 1 Column width b Base area (BxL) Footing volume (BxLxhf) Page2 25.00 100 25.00 100 25.00 100 25.00 100 25.00 100 25.00 100 12.00 [in] 12.00 [in] 25.00 [ft2] 50.00 [ft3] n7C7 0.40 0.42 0.072 25.00 100 n7C8 0.41 0.42 0.073 25.00 100 n7C9 0.40 0.42 0.072 25.00 100 n7C10 0.41 0.42 0.073 25.00 100 n7C11 0.40 0.41 0.070 25.00 100 n7C12 0.41 0.41 0.070 25.00 100 n7C13 0.41 0.41 0.070 25.00 100 n7C14 0.41 0.42 0.072 25.00 100 n7C15 0.40 0.42 0.071 25.00 100 n7C16 0.40 0.42 0.072 25.00 100 n7C17 0.40 0.41 0.070 25.00 100 Bending Factor 41 Provided reinforcement: Reinforcement // to B Reinforcement // to L Dowels: Dowel splice length Straight development length Development length for hooked bars Dowel hook length n7C1 n7C2 n7C3 0.18 434.36 0.14 434.36 0.20 434.36 0.9 4.42 [in2] Development length 6.00 [in] with hooks 4.42 [in2] Development length 16.00 [in] 36.00 [in] 14.00 [in] 10.00 [in] Bending zz Controlling condition : n7C3 Node - Condition Muzz 4 *Mnzz Asreq Asreq /Asprov M /(4 Mn) [Kip *ft] [Kip *ft] [in2] n7C1 0.31 434.36 2.23 0.504 0.001 n7C2 0.18 434.36 2.23 0.504 0.000 n7C3 0.36 434.36 2.23 0.504 0.001 n7C4 0.23 434.36 2.23 0.504 0.001 n7C5 0.33 434.36 2.23 0.504 0.001 n7C6 0.23 434.36 2.23 0.504 0.001 n7C7 0.22 434.36 2.23 0.504 0.001 n7C8 0.35 434.36 2.23 0.504 0.001 n7C9 0.21 434.36 2.23 0.504 0.000 n7C10 0.31 434.36 2.23 0.504 0.001 n7C11 0.18 434.36 2.23 0.504 0.000 n7C12 0.22 434.36 2.23 0.504 0.000 n7C13 0.20 434.36 2.23 0.504 0.000 n7C14 0.32 434.36 2.23 0.504 0.001 n7C15 0.19 434.36 2.23 0.504 0.000 n7C16 0.20 434.36 2.23 0.504 0.000 n7C17 0.11 434.36 2.23 0.504 0.000 Bending xx Controlling condition n7C3 Node - Condition Muxx 4)*Mnxx Asreq Asreq/Asprov M/(4 )*Mn) [Kip`ft] [Kip*ft] [in2] 10.00 [in] 2.15 2.15 2.15 . Page3 0.486 0.486 0.486 0.000 1 0.000 f 0.000 1 Notes n7C4 0.17 434.36 2.15 0.486 0.000 n7C5 0.19 434.36 2.15 0.486 0.000 n7C6 0.07 434.36 2.15 0.486 0.000 n7C7 0.16 434.36 2.15 0.486 0.000 n7C8 0.20 434.36 2.15 0.486 0.000 n7C9 0.16 434.36 2.15 0.486 0.000 n7C10 0.18 434.36 2.15 0.486 0.000 n7C11 0.08 434.36 2.15 0.486 0.000 n7C12 0.09 434.36 2.15 0.486 0.000 n7C13 0.06 434.36 2.15 0.486 0.000 n7C14 0.16 434.36 2.15 0.486 0.000 n7C15 0.12 434.36 2.15 0.486 0.000 n7C16 0.15 434.36 2.15 0.486 0.000 n7C17 0.05 434.36 2.15 0.486 0.000 Shear Factor 4 0.85 Shear area (plane zz) 8.59 [ft2] Shear area (plane xx) 8.28 [ft2] Perimeter of critical section (bo) : 6.37 [ft] Punching shear area 10.76 [ft2] Controlling condition n7C3 zz Plane Node - Condition Vu Vc Vu/(4 Vin) Vu Vc Vu /(4rVn) Vu Vc Vu /(d"Vn) [Kip] [Kip] [Kip] [Kip] [Kip] [Kip] n7C1 0.09 135.56 0.001 0.03 130.63 0.000 0.16 339.40 0.001 n7C2 0.05 135.56 0.000 0.03 130.63 0.000 0.10 339.40 0.000 n7C3 0.10 135.56 0.001 0.04 130.63 0.000 0.19 339.40 0.001 n7C4 0.07 135.56 0.001 0.03 130.63 0.000 0.13 339.40 0.000 n7C5 0.09 135.56 0.001 0.03 130.63 0.000 0.17 339.40 0.001 n7C6 0.07 135.56 0.001 0.01 130.63 0.000 0.12 339.40 0.000 n7C7 0.06 135.56 0.001 0.03 130.63 0.000 0.12 339.40 0.000 n7C8 0.10 135.56 0.001 0.04 130.63 0.000 0.18 339.40 0.001 n7C9 0.06 135.56 0.001 0.03 130.63 0.000 0.12 339.40 0.000 n7C10 0.09 135.56 0.001 0.03 130.63 0.000 0.16 339.40 0.001 n7C 11 0.05 135.56 0.000 0.01 130.63 0.000 0.09 339.40 0.000 n7C12 0.06 135.56 0.001 0.02 130.63 0.000 0.11 339.40 0.000 n7C13 0.06 135.56 0.001 0.01 130.63 0.000 0.10 339.40 0.000 n7C14 0.09 135.56 0.001 0.03 130.63 0.000 0.16. 339.40 0.001 n7C15 0.05 135.56 0.000 0.02 130.63 0.000 0.10 339.40 0.000 n7C16 0.06 135.56 0.000 0.03 130.63 0.000 0.11 339.40 0.000 n7C17 0.03 135.56 0.000 0.01 130.63 0.000 0.05 339.40 0.000 * The soil under the footings are considered elastic and homogeneous. The variation of the soil pressures are considered linear. * The bending reinforcement considrers the minimum reinforcement ratio given by the Code in Section 15.4.42, which specifies a concentration of the reinforcement in a central area for rectangular footings. This topic is not considered by the program. The design bending moment is calculated at the critical sections located at the support faces • Only rectangular footings with uniform sections and rectangular columns are considered. Page4 xx Plane Punching shear • The nominal shear strength is calculated in critical sections located at a distance d from the support face • The punching shear strength is calculated in a perimetral section located at a distance d/2 from the support faces * Shear reinforcement and tension Toads are not considered. * Values shown in red are not in compliance with a provision of 'he code 'gprom = Mean compression pressure on soil. *qmax = Maximum compression pressure on soil. To be compared with the allowable bearing capacity of the soil. *Amax = maximum total settlement (considering an elastic soil modeled by the subgrade reaction modulus). • Mn = Nominal moment strength. • Mu /(4 *Mn) = Strength ratio. Additionally, a graph is shown that illustrates the different ratios of Mu /( 4 Mn) for each direction of the reinforcement. If a bar is shown in red the ratio is greater than one. Vn = Shear or punching shear nominal force. (For the case of footings, Vn =Vc). • Vu /(4 Vn) = Shear or punching shear strength ratio. 1 1 Page5 36" 12" T 12" L -10" 5' 10-#6@6 5' 1 12" 845 TIE: #4@12" Clear cover: 1" [ 12" 1 1 RAM Advanse File : KETTANEH.AVW `Condition: C3= 1.2d1 +0.5LL +0.5LLr +1.3W Analysis: Pdelta Date: 3/24/2003 7:12:15 PM KETTANEH RESIDENCE 935 N.E. 95 St. Miami Shores, FL 33138 RAM Advanse File : KETTANEH.AVW Condition: C3= 1.2d1 +0.5LL +0.5LLr +1.3W Z /Y X Analysis: Pdelta Date: 3/24/2003 7:13:52 PM DEFLECTION DIAGRAM KETTANEH RESIDENCE 935 N.E. 95 St. Miami Shores, FL 33138 L RAM Advanse , etle• : KETTANEH.AVW Conditioft: C3=1.2d1+0.5LL+0.5LLr+1.3W /Y X • ' t Analysis: Pdelta Date: 3/24/2003 7:13:21 PM BENDING MOMENT KETTANEH RESIDENCE 935 N.E. 95 St. • Miami Shores, FL 33138 1 RAM Advanse �=Pild' : K €TTANEH.AVW I Conditiof•: C3= 1.2d1 +0.5LL +0.5LLr +1.3W Z /Y X Analysis: Pdelta Date: 3/24/2003 7:12:50 PM SHEAR DIAGRAM KETTANEH RESIDENCE 935 N.E. 95 St. Miami Shores, FL 33138 EXHIBIT E: INDEX ENGINEERS and Consultants, Inc 4141 N. MIAMI AVE. SUfTE 202. MIAMI, FL 33127 PH: (305) 572 -9939 FAX: (305) 675-2935 I 1 1 I 030313 Kettaneh structural calcs.Raul A. S`chwerdt, P.E. 50093 3/24/2003 Page: 17 of 17 BUILDING DEPARTMENT 10050 N.E. SECOND AVENUE MIAMI SHORES, FLORIDA 33138 -2382 TELEPHONE: (305) 795 -2204 FAX: (305) 756 -8972 GENERAL INFORMATION • HAVE PERMIT CARD & APPROVED PLANS ON SI'Z'E • PLEASE CALL FOR ALL INSPECTIONS AT (305)795 -2204 Leave a message in our voice ALL PERMITS REQUIRE INSPECTIONS