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Building Structure

B
Bolin Loong

This document contains the structural design proposal and individual calculations for a reinforced concrete building project by 6 students. It includes: 1) A table of contents and list of students and their student IDs working on the project. 2) The structural proposal section containing foundation plan, beams and columns for ground and first floor, and roof proposal. 3) The individual calculations section containing each student's calculations for beams and columns to support the structural design. 4) An appendix section at the end. The document provides details of the building location, land area, and completion date in the introduction.

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NAME STUDENT ID CHONG CHIN PIN 0319595 ERICA CHIN CHING 0320460 FRANCIS YEOW SHENG 1101A12395 LIEW MIN YEE 0324525 LOONG BO LIN 0321469 TAN JINGWEI 0320137 (BLD 61003), 4/7/2017 PROJECT : SKELETON DESIGN OF A R.C BUILDING
TABLE OF CONTENT CONTENT PAGE INTRODUCTION 1 STRUCTURAL PROPOSAL (GROUP) 4 INDIVIDUAL CALCULATION - CHONG CHIN PIN - ERICA CHIN CHING - FRANCIS YEOW SHENG - LIEW MIN YEE - LOONG BO LIN - TAN JINGWEI 11 12 24 42 55 67 88 APPENDIX 101
LOCATION : SETAPAK, SEKSYEN 86, KUALA LUMPUR LAND AREA : 0.2077 ACRES GROSS BUILDING AREA : 9,011.11 SQFT COMPLETION DATE : MARCH 2011 INTRODUCTION
INTRODUCTION PORCH STUDY ROOM PRAYER ROOM BED ROOM BED ROOM BATH W SERVANT ROOM DRY KITCHEN FORMAL DINING WET KITCHEN WORKING AREA WC UTILITYSTORE STORE ST. FORMAL LIVING FOYER POWDER ROOM BATH W DRYING YARD TERRACE TERRACE 2
INTRODUCTION BALCONY DRESSING ROOM MASTER BATHROOM W BATH 2 BEDROOM 2 BEDROOM 4 W FAMILYMASTER BEDROOM STUDY ROOM BATH 3 BATH 4 W BEDROOM 3 ST. DN 3
STRUCTURAL PROPOSAL
STRUCTURAL PROPOSAL - FOUNDATION PLAN 5
STRUCTURAL PROPOSAL - GROUND FLOOR BEAMS AND COLUMNS 6
STRUCTURAL PROPOSAL - GROUND FLOOR SLABS & LOAD DISTRIBUTION 7
STRUCTURAL PROPOSAL - FIRST FLOOR BEAMS & COLUMNS 8
STRUCTURAL PROPOSAL - FIRST FLOOR SLABS & LOAD DISTRIBUTION 9
STRUCTURAL PROPOSAL - ROOF 10
INDIVIDUAL CALCULATION
INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595) C1` C2` B1 B2 B3 B4 12
INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595) BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m UBBL LIVE LOAD DENSITY : 1.5kN/m BEAM 1 (i) DEAD LOAD a: [(2.6 x 3.6) x 2 ] = 3.12 kN/m 2 3 b: [(2.6 x 3.6) x 2 ] = 3.12 kN/m 2 3 a + b + beam + wall: (3.12 + 3.12 + 1.68 + 8.55) =16.47 kN/m UDL :(16.47 x 1.4) =23.058 kN/m RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m SAFETY FACTOR : UDL = 1.4 , ULL = 1.6 (ii) LIVE LOAD a: [(2.6 x 1.5) x 2 ] = 1.3 kN/m 2 3 b: [(2.6 x 1.5) x 2 ] = 1.3 kN/m 2 3 ULL: (1.3 + 1.3) x 1.6 = 4.16 kN/m b a 13
(iii) LOAD DIAGRAM UDL+ ULL: 22.058+ 4.16= 26.218 kN/m Point Load (26.218 x 2.6)= 68.1668 kN 68.1668 = 34.0834 kN 2 INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595) (iv) SHEAR FORCE GRAPH 34.0834 kN 34.0834 kN 2.6 m 26.218 kN/m 68.1668 kN 34.0834 -34.0834 AREA P= AREA Q AREA P: 1 x 2.6 x 34.0834= 22.1542 kN 2 2 1.3 22.1542 (v) BENDING MOMENT GRAPH 14
INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595) BEAM 2 (i) DEAD LOAD a: (3 x 3.6) = 5.4kN/m 2 b: (2.6 x 3.6) = 4.68 kN/m 2 a + b + beam + wall (5.4 + 4.68 +1.68 +8.55) =20.31 kN/m UDL: (20.31 x 1.4) = 28.434 kN/m (ii) LIVE LOAD a: (3 x 1.5) = 2.25 kN/m 2 b: (2.6 x 1.5) = 1.95 kN/m 2 ULL: (1.95 + 2.25) x 1.6 = 6.72 kN/m a b 15
(iv) SHEAR FORCE GRAPH 73.8234 -73.8234 2.1 77.5146 INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595) (iii) LOAD DIAGRAM UDL+ ULL: 28.434 + 6.72 =35.154 kN/m Point Load (35.154 x 4.2) =147.6468 kN 147.6468 =73.8234 kN 2 33.666 kN/m 70.6986 kN 70.6986 kN 68.1668 kN 4.2 m AREA P = AREA Q AREA P: 1 x 4.2 x 73.8234 =77.5146 kN 2 2 (v) BENDING MOMENT GRAPH 16
INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595) BEAM 3 (i) DEAD LOAD a: (2.6 x 3.6) = 4.68 kN/m 2 b: (4.2 x 3.6) = 7.56 kN/m 2 a + b + beam + wall (4.68 + 7.56 +1.68 +8.55) = 22.47 kN/m UDL: (22.47 x 1.4) = 31.458 kN/m (ii) LIVE LOAD a: (2.6 x 1.5) = 1.95 kN/m 2 b: (4.2 x 1.5) = 3.15 kN/m 2 ULL: (ULL: (1.95 + 3.15) x 1.6 = 8.16 kN/m a b 17
(iv) SHEAR FORCE GRAPH(iii) LOAD DIAGRAM UDL+ ULL: 31.458 + 8.16 =39.618 kN/m (39.618 x 4.2) =166.3956 kN 166.3956 =83.1978 kN 2 INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595) 83.1978 kN 83.1978 kN 83.1978 -83.1978 2.1 87.3577 68.1668 kN 4.2 m AREA P= AREA Q AREA P: 1 x 4.2 x 83.1978 =87.3577 kN 2 2 39.618 kN/m (v) BENDING MOMENT GRAPH 18
INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595) BEAM 4 (i) DEAD LOAD a: [(2.6 x 3.6) X 2] = 3.12 kN/m 2 3 (1.3 x 3.12) = 1.56 kN/m 2.6 b: [(3 x 3.6) x 2] = 3.6 kN/m 2 3 c: (4.3 x 3.6) = 7.74 kN/m 2 a + b + c + beam + wall (1.56 + 3.6 + 7.74 + 1.68 + 8.55) = 23.13 kN/m UDL: (23.13 x 1.4) = 33.382 kN/m (ii) LIVE LOAD a: [(2.6 x 1.5) x 2] = 1.3 kN/m 2 3 (1.3 x 1.3) = 0.65 kN/m 2.6 b: [(3 x 1.5) x 2] = 1.5 kN/m 2 3 c: (4.3 x 1.5) =3.225 kN/m 2 a + b + c (0.65 + 1.5 + 3.225) = 5.375 kN/m ULL: (5.375 x 1.6) = 8.6 kN/m b a c 19
BEAM 4 (iii) LOAD DIAGRAM INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595) 1.3 m B2 4.3 m 1.3 m 109.1532 kN + 73.8234 kN 1.3 m 1.3 m 0.85m Ra Rb 41.982 kN/m 4.3 m = 73.8234 kN Point Load: 41.982 x 2.6 = 109.1532 kN 41.982 x 1.7 = 71.3692 kN 0.85m 71.3694 kN UDL+ ULL: 31.374 + 8.12 =39.494 kN/m ∑M= 0 Ra (4.3) - [182.9766 x (1.3+1.7)] -[71.3694 x 1.7] = 0 2 Ra (4.3) - (548.9298) - ( 60.664) =0 Ra =488.2658 4.3 = 113.5502 kN 113.5502 - 182.9766 - 71.3694- Rb = 0 -Rb= -140.7958 Rb = 140.7958kN 20
(iv) SHEAR FORCE GRAPH 151.36 1.3 2.15 134.47 INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595) 113.5502 -73.8234 = 39.7268 kN Area R =1 x (2.15)(140.7958) 2 =151.3555 kN Area Q = 1 x (2.15-1.3)(39.7268) 2 = 16.8839 kN Area P = Area R -Area Q = 151.3555 - 16.8839 = 134.4716 kN 113.5502 -140.7958 39.7268 P Q R P Q R 1.3 2.15 (v) BENDING MOMENT GRAPH 21
INDIVIDUAL CALCULATION (COLUMNS) - CHONG CHIN PIN (0319595) RC DENSITY : 24 kN/m^3 BRICK WALL 150mm THICK : 8.55 kN/m^2 BEAM 200*350mm : 1.68 kN/m^2 SAFETY FACTOR FOR DEAD LOAD : 1.4 SAFETY FACTOR FOR LIVE LOAD : 1.6 STANDARD LIVE LOAD OF RESIDENCE : 1.5 kN/m^2 COLUMN 1 Dead Load Column Self Load= (0.2)(0.2)(3.5)(24) = 3.36 kN Walls =[(1.3+1.1) x 8.55] = 20.52 kN Slabs = [(2.55 x 2.4) + (3.6 x 2.15)] x 3.6 = [(6.12 + 7.74) x 3.6] = 49.896 kN Beams = [(3.6 + 2.55 + 2.15) x 1.68] = 13.944 kN Total Dead Load= [(3.36 + 20.52 + 49.896 + 13.944) x 1.4] = 122.81 kN Live Load Slabs = [(2.55 x 2.4) + (3.6 x 2.15) x 1.5] = (6.12 +7.74) x 1.5 = 20.79 kN Total Live Load= (20.79 x 1.6) =33.26 kN Ultimate Load of Column = Dead Load + Live Load =(122.81 + 33.26) =156.07 kN 4.6 = 2.3 2 4.3 = 2.15 2 2.6 = 1.3 2 5.1 = 2.55 2 22
INDIVIDUAL CALCULATION (COLUMNS) - CHONG CHIN PIN (0319595) COLUMN 2 4.6 = 2.3 2 4.3 = 2.15 2 Dead Load Column Self Load= (0.2)(0.2)(3.5)(24) = 3.36 kN Walls =[(1.3 + 1.6 + 2.2 + 3.6 + 7.3) x 8.55] = 136.8 kN Slabs = [(1.5 + 2.6 + 2.3) (2.15) + (0.8 x 2.15) x 3.6 ] = [(13.76 + 1.72) x 3.6] = 55.728 kN Beams = [(6.4 + 2.15 +2.15 + 0.8) x 1.68] = 19.32 kN Total Dead Load= [(3.36 + 136.8 +55.728 + 19.32) x 1.4] = 301.29 kN Live Load Slabs = [(1.5 + 2.6 + 2.3) (2.15) + (0.8 x 2.15) x 1.5 ] = 23.22 kN Total Live Load= (23.22 x 1.6) = 37.15kN Ultimate Load of Column = Dead Load + Live Load = (301.29 + 37.15) = 338.44 kN 3= 1.5 2 1.6 = 0.8 2 23
INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460) B1 B2 B3 B4 24
BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m UBBL LIVE LOAD DENSITY : 1.5kN/m AT B1, (i) DEAD LOAD X1 : (3.6)(6.15/2) = 11.07 kN/m X1 to B1 : (11.07)(4.9 / 6.2) = 8.75 kN/m X2 : (3.6)(1.5/2) = 2.70 kN/m ∑Xn + beam + wall : 8.75 + 2.70 + 1.68 + 8.55 = 21.68 kN/m UDL : (21.68)(1.4) = 30.35 kN/m INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460) RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m SAFETY FACTOR : UDL = 1.4 , ULL = 1.6 (ii) LIVE LOAD X1 : (1.5)(6.15/2) = 4.61 kN/m X1 to B1 : (4.61)( 4.9 / 6.2 ) = 3.64 kN/m X2 : (1.5)(1.5/2) = 1.13 kN/m ∑Xn : 3.64 + 1.13 = 4.77 kN/m UDL : (4.77)(1.6) = 7.63 kN/m ∑UL : UDL + ULL = 30.35 + 7.63 = 37.98 kN/m X1 X2 25
(iii) LOAD DIAGRAM ∑PL : (37.98)(4.9) = 186.10 kN Ra = Rb , 186.10 / 2 = 93.05 kN INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460) (iv) SHEAR FORCE GRAPH 37.98 kN/m 4.9 m 186.10 kN 93.05 kN 93.05 kN 2.45m 2.45m 93.05 93.05 AREA OF P = AREA OF Q AREA OF P = ½ (93.05)(2.45) = 113.99 kNm 2.45 4.9 113.99 P Q (v) BENDING MOMENT GRAPH 26
INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460) AT B2, (i) DEAD LOAD X1 : (3.6)(1.5/2) = 2.70 kN/m X2 : (3.6)(1.67/2) = 3.01 kN/m ∑Xn + beam + wall : 2.70 + 3.01 + 1.68 + 8.55 = 15.94 kN/m UDL : (15.94)(1.4) = 22.32 kN/m (ii) LIVE LOAD X1 : (1.5)(1.5/2) = 1.13 kN/m X2 : (1.5)(1.67/2) = 1.25 kN/m ∑Xn : 1.13 + 1.25 = 2.38 kN/m UDL : (2.38)(1.6) = 3.81 kN/m ∑UL : UDL + ULL = 22.32 + 3.81 = 26.13 kN/m X1 X2 27
(iii) LOAD DIAGRAM ∑PL : (26.13)(4.9) = 128.04 kN Ra = Rb , 128.04 / 2 = 64.02 kN INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460) (iv) SHEAR FORCE GRAPH 26.13 kN/m 128.04 kN 64.02 kN 64.02 kN 2.45m 2.45m 64.02 64.02 AREA OF P = AREA OF Q AREA OF P = ½ (64.02)(2.45) = 78.42 kNm 2.45 4.9 78.42 P Q 4.9 m (v) BENDING MOMENT GRAPH 28
INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460) AT B3, (i) DEAD LOAD X1 : (3.6)(2.4 /2) = 4.32 kN/m ∑Xn + beam + wall : 4.32 + 1.68 + 8.55 = 14.55 kN/m UDL : (14.55)(1.4) = 20.37 kN/m (ii) LIVE LOAD X1 : (1.5)( 2.4 /2) = 1.25 kN/m UDL : (1.25)(1.6) = 2.88 kN/m ∑UL : UDL + ULL = 20.37 + 2.88 = 23.25 kN/m X1 B2 29
(iii) LOAD DIAGRAM INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460) (iv) SHEAR FORCE GRAPH 23.25 kN/m 3.17 m 1.5 m B2 = 64.02 kN 3.17 m 1.5 m 69.75 kN + 64.02 kN 1.5 m 1.5 m 0.085 0.085 3.95 kN ∑PL1 : (23.25)(3.0) = 69.75 kN ∑PL2 : (23.25)(0.17) = 3.95 kN Ra Rb ∑M= 0, (Ra)(3.17) - (133.77)(1.67) - (3.95)(0.085) = 0 Ra = 223.73/3.17 = 70.58 kN 70.58 - 133.77 - 3.95 - Rb = 0 Rb = 67.14 kN P Q R 70.58 6.56 67.14 AREA OF R = AREA OF P + AREA OF Q AREA OF R = ½ (1.585)(67.14) = 53.21 kN AREA OF Q = ½ (0.085)(6.56) = 0.279 kN AREA OF P = R - Q = 53.21 - 0.279 = 52.93 kNm 53.21 1.5 1.585 52.93 (v) BENDING MOMENT GRAPH 30
INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460) AT B4, (i) DEAD LOAD X1 : (3.6)(1.67 / 2) = 3.01 kN/m X1 to B4 : (3.01)(2.2 / 4.9) = 1.35 kN/m X2 : (3.6)(2.4 / 2)(2 / 3) = 2.88 kN/m X3 : (3.6)(4.6 / 2)(2 / 3) = 5.52 kN/m ∑Xn + beam + wall : 1.35 + 2.88 + 5.52 + 1.68 + 8.55 = 19.98 kN/m UDL : (19.98)(1.4) = 27.97 kN/m (ii) LIVE LOAD X1 : (1.5)(1.67 / 2) = 1.25 kN/m X1 to B4 : (1.25)(2.2 / 4.9) = 0.56 kN/m X2 : (1.5)(2.4 / 2)(2/3) = 1.20 kN/m X2 : (1.5)(4.6 / 2)(2/3) = 2.30 kN/m ∑Xn :0.56 + 1.20 + 2.30 = 4.06 kN/m UDL : (4.06)(1.6) = 6.50 kN/m ∑UL : UDL + ULL = 27.97 + 6.50 = 34.47 kN/m X1 X2 X3 31
(iii) LOAD DIAGRAM INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460) (iv) SHEAR FORCE GRAPH 34.47 kN/m 4.6 m 2.2 m B3 = 67.14 kN 4.6 m 2.2 m 151.67 kN + 67.14 kN 2.2 m 2.2 m 0.1 0.1 6.89 kN ∑PL1 : (34.47)(4.4) = 151.67 kN ∑PL2 : (34.47)(0.2) = 6.89 kN Ra Rb ∑M= 0, (Ra)(4.6) - (218.81)(2.4) - (6.89)(0.1) = 0 Ra = 525.83 / 4.6= 114.31 kN 114.31 - 218.81 - 6.89 - Rb = 0 Rb = 111.39 kN P Q R 114.31 47.17 111.39 AREA OF R = AREA OF P + AREA OF Q AREA OF R = ½ (2.3)(111.39) = 128.10 kN AREA OF Q = ½ (0.1)(47.17) = 2.36 kN AREA OF P = R - Q = 128.10 - 2.36 = 125.74 kNm 128.10 2.2 2.3 125.74 (v) BENDING MOMENT GRAPH 32
INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460) 33
INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460) 34
INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460) AT C1, (i) DEAD LOAD COLUMN SELF LOAD : WIDTH X LENGTH X HEIGHT X RC DENSITY = (0.2)(0.2)(3.5)(24) = 3.36 kN SLAB DEAD LOAD : TRIBUTARY AREA X 3.6 kN/m^2 = (4.23)(4.66)(3.6) = 70.96 kN NOTE : G FLOOR SLAB LOAD = 1ST FLOOR SLAB LOAD BEAM DEAD LOAD : LENGTH OF BEAM X 1.68kN/m^2 B1 : (2.95)(1.68) = 4.96 kN B2 : (1.66)(1.68) = 2.79 kN B3 : (1.46)(1.68) = 2.45 kN B4 : (2.58)(1.68) = 4.33 kN ∑BL : 4.96 + 2.79 + 2.45 + 4.33 = 14.53 kN NOTE : G FLOOR BEAM LOAD = 1ST FLOOR BEAM LOAD B1 B2 B4 B3 RC DENSITY : 24 kN/m^3 BRICK WALL 150mm THICK : 8.55 kN/m^2 BEAM 200*350mm : 1.68 kN/m^2 STANDARD LIVE LOAD OF RESIDENCE : 1.5 kN/m^2 RC SLAB THICKNESS * UBBL : 3.6 kN/m^2 SAFETY FACTOR FOR DEAD LOAD : 1.4 SAFETY FACTOR FOR LIVE LOAD : 1.6 35
INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460) WALL DEAD LOAD : LENGTH OF WALL X 8.55kN/m^2 W1 : (2.43)(8.55) = 20.78 kN W2 : (0.36)(8.55) = 3.08 kN W3 : (0.12)(8.55) = 1.03 kN W4 : (1.20)(8.55) = 10.26 kN W5 : (0.21)(8.55) = 1.80 kN W6 : (2.26)(8.55) = 19.32 kN W7 : (2.35)(8.55) = 20.09 kN ∑WL : 20.78 + 3.08 + 1.03 + 10.26 + 1.80 + 19.32 + 20.09 = 76.36 kN 1ST FLOOR WALLS W2 W6 W4 W3 W1 W5 W7 36
INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460) WALL DEAD LOAD : LENGTH OF WALL X 8.55kN/m^2 W1 : (0.36)(8.55) = 3.08 kN W2 : (1.22)(8.55) = 10.43 kN W3 :(1.88)(8.55) = 16.07 kN W4 :(2.35)(8.55) = 20.09 kN W5 : (0.24)(8.55) = 2.05 kN W6 : (0.28)(8.55) = 2.39 kN W7 : (1.51)(8.55) = 12.91 kN ∑WL : 3.08 + 10.43 + 16.07 + 20.09 + 2.05 + 2.39 + 12.91 = 67.02 kN G FLOOR WALLS W1 W2 W3 W4 W5 W6 W7 37
INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460) (ii) LIVE LOAD 1ST FLOOR LIVE LOAD : TRIBUTARY AREA X 1.5 kN/m^2 = (4.23)(4.66)(1.5) = 29.57 kN G FLOOR LIVE LOAD : (4.23)(4.66)(1.5) = 29.57 kN ∑ LL : 29.57 + 29.57 = 59.14 kN ∑ LL X SAFETY FACTOR : (59.14)(1.6) = 94.62 kN ULTIMATE LOAD : 449.51 + 94.62 = 544.13 kN 1ST FLOOR SLAB : 70.96 kN BEAMS : 14.53 kN WALLS : 76.36 kN COLUMN : 3.36 kN G FLOOR SLAB : 70.96 kN BEAMS : 14.53 kN WALLS : 67.02 kN COLUMN : 3.36 kN ∑ DL : 70.96 + 14.53 + 76.36 + 3.36 + 70.96 + 14.53 + 67.02 + 3.36 = 321.08 kN ∑ DL X SAFETY FACTOR : (321.08)(1.4) = 449.51 kN 38
INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460) AT C2, (i) DEAD LOAD COLUMN SELF LOAD : WIDTH X LENGTH X HEIGHT X RC DENSITY = (0.2)(0.2)(3.5)(24) = 3.36 kN SLAB DEAD LOAD : TRIBUTARY AREA X 3.6 kN/m^2 = (4.13)(2.87)(3.6)= 42.67 kN NOTE : G FLOOR SLAB LOAD = 1ST FLOOR SLAB LOAD BEAM DEAD LOAD : LENGTH OF BEAM X 1.68kN/m^2 B1 : (1.46)(1.68) = 2.45 kN B2 : (1.41)(1.68) = 2.37 kN B3 : (2.44)(1.68) = 4.10 kN B4 : (1.20)(1.68) = 2.02 kN ∑BL : 2.45 + 2.37 + 4.10 + 2.02 = 10.94 kN NOTE : G FLOOR BEAM LOAD = 1ST FLOOR BEAM LOAD B1 B2 B4 B3 RC DENSITY : 24 kN/m^3 BRICK WALL 150mm THICK : 8.55 kN/m^2 BEAM 200*350mm : 1.68 kN/m^2 STANDARD LIVE LOAD OF RESIDENCE : 1.5 kN/m^2 RC SLAB THICKNESS * UBBL : 3.6 kN/m^2 SAFETY FACTOR FOR DEAD LOAD : 1.4 SAFETY FACTOR FOR LIVE LOAD : 1.6 39
INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460) WALL DEAD LOAD : LENGTH OF WALL X 8.55kN/m^2 W1 : (1.23)(8.55) = 10.52 kN W2 : (1.46)(8.55) = 12.48 kN W3 : (0.75)(8.55) = 6.41 kN ∑ WL : 10.52 + 12.48 + 6.41 = 29.41 kN G FLOOR WALLS W2 W3 W1 WALL DEAD LOAD : LENGTH OF WALL X 8.55kN/m^2 W1 : (1.23)(8.55) = 10.52 kN ∑ WL : 10.52 kN 1ST FLOOR WALLS W1 40
INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460) (ii) LIVE LOAD 1ST FLOOR LIVE LOAD : TRIBUTARY AREA X 1.5 kN/m^2 = (4.13)(2.87)(1.5) = 17.78 kN G FLOOR LIVE LOAD : (4.13)(2.87)(1.5) = 17.78 kN ∑ LL : 17.78 + 17.78 = 35.56 kN ∑ LL X SAFETY FACTOR : (35.56)(1.6) = 56.90 kN ULTIMATE LOAD : 215.42 + 56.90 = 272.32 kN 1ST FLOOR SLAB : 42.67 kN BEAMS : 10.94 kN WALLS : 10.52 kN COLUMN : 3.36 kN G FLOOR SLAB : 42.67 kN BEAMS : 10.94 kN WALLS : 29.41 kN COLUMN : 3.36 kN ∑ DL : 42.67 + 10.94 + 10.52 + 3.36 + 42.67 + 10.94 + 29.41 + 3.36 = 153.87 kN ∑ DL X SAFETY FACTOR : (153.87)(1.4) = 215.42 kN 41
INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395) B2 B4 B1 B3 42
INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395) BEAM 1 AT BEAM 1, LOAD DIAGRAM DEAD LOAD SLAB WEIGHT, X1 = 3.6 x (3.5/2) x (⅔) = 4.2 kN/m ∑DL = (4.2 + 1.68 + 8.55) kN/m = 14.43 kN/ DL x SAFETY FACTOR = 14.43 x 1.4 = 20.2 kN/m LIVE LOAD X1 = 1.5kN/sqm x (3.5/2) x (⅔) = 1.75kN/m LL x SAFETY FACTOR = 1.75 x 1.6 = 2.8kN/m UL = 20.2 + 2.8 = 23.0 kN/m 23.0 kN/m 3.5m RA RB 80.5kN 1.75m1.75m RA RB RA = RB = 80.5/2 = 40.25kN 43
INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395) BEAM 1 SHEAR FORCE GRAPH AREA OF P = 0.5 x 1.75 x 40.25 = 35.2kNm (MAXIMUM BENDING MOMENT OCCURS AT x = 1.75) 40.25 -40.25 1.75 3.5 1.75 3.5 35.2 BENDING MOMENT GRAPH 44
INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395) BEAM 2 AT BEAM 2, DEAD LOAD SLAB WEIGHT, X1 = 3.6 x (3.5/2) = 6.3kN/m X2 = 3.6 x (4.2/2) = 7.56 kN/m ∑DL = X1 + X2 + WALL + BEAM ∑DL = 6.3 + 7.56 + 8.55 + 1.68 = 24.09kN/m DL x SAFETY FACTOR = 24.09 x 1.4 = 33.726kN/m LIVE LOAD X1 = 1.5 x (3.5/2) = 2.625 kN/m X2 = 1.5 x (4.2/2) = 3.15 kN/m ∑LL = 2.625 + 3.15 = 5.775 kN/m LL x SAFETY FACTOR = 5.775 x 1.6 = 9.24 kN/m ULTIMATE LOAD ON BEAM = 9.24 + 33.726 = 42.97 kN/m PL = 42.97 x 5 = 214.83 kN @ 2.5m Ra = RB = 214.83/2 = 107.4 kN 45
INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395) BEAM 2 SHEAR FORCE GRAPH 107.4 -107.4 2.5 5.0 2.5 5.0 134.27 42.97 kN/m 5m RA RB 214.83 kN 2.5m2.5m RA RB P Q LOAD DIAGRAM BENDING MOMENT GRAPH AREA OF P = AREA OF Q = 0.5 x 107.4 x 2.5 =134.27 kNm 46
INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395) BEAM 3 AT BEAM 3, DEAD LOAD SLAB WEIGHT, X1 = 3.6 x (3.5/2) = 6.3 kN/m X2 = 3.6 x (3.94/2) = 7.092 kN/m ∑DL = X1 + X2 + WALL + BEAM ∑DL = [(6.3 + 7.092 + 1.68) X 5] + (8.55 X 4) = 109.56 kN DL x SAFETY FACTOR = 109.56 x 1.4 = 153.38 kN LIVE LOAD X1 = 1.5 x (3.5/2) = 2.625 kN/m X2 = 1.5 x (3.94/2) = 2.955 kN/m ∑LL =( 2.625 + 2.955) x 5 = 27.9 kN/m LL x SAFETY FACTOR = 27.9 x 1.6 = 44.64 kN ULTIMATE LOAD ON BEAM = 44.64 + 153.38 = 198.02 kN PL = 198.02 kN UNIFORM DISTRIBUTED LOAD = 198.02/5 = 39.6 kN/m Ra = RB = 198.02/2 = 99.01 kN 47
INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395) BEAM 3 SHEAR FORCE GRAPH 99.01 -99.01 2.5 5.0 2.5 5.0 123..76 39.6 kN/m 5m RA RB 198.02 kN 2.5m2.5m RA RB P Q LOAD DIAGRAM BENDING MOMENT GRAPH AREA OF P = AREA OF Q = 0.5 x 99.01 x 2.5 =123.76 kNm 48
INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395) BEAM 4 AT BEAM 4, DEAD LOAD SLAB WEIGHT, X1 = 3.6 x (3.5/2) x 2/3 = 4.2 kN/m X2 = 3.6 x (3.94/2) x 2/3 = 4.728 kN/m LOAD OF X2 ON BEAM 4 = 4.728 x 0.778 = 3.68 kN X3 = 3.6 x (2.2/2) = 3.96 kN/m ∑DL = (X3 + BEAM) x LENGTH] + (WALL x LENGTH) + X2 + (X1 x LENGTH) ∑DL = ( 3.96 + 1.68) X 4.278) + (8.55 X 1.9) + 3.68 + (4.2 x 3.5) = 58.76 kN DL x SAFETY FACTOR = 58.76 x 1.4 = 82.3 kN LIVE LOAD X1 = 1.5 x (3.5/2) x 2/3 = 1.75 kN/m X2 = 1.5 x (3.94/2) x 2/3 = 1.97 kN/m X3 = 1.5 x (2.2/2) = 1.65 kN/m ∑LL = (1.75 + 1.97 +1.65) = 5.37 kN/m ∑LL = 5.37 x 4.278 = 22.97 kN LL x SAFETY FACTOR = 22.97 x 1.6 = 36.76 kN ULTIMATE LOAD ON BEAM = 82.3 + 36.76 + (PLBEAM 3 /2) = 82.3 + 36.76 + 99.01 = 218.06 kN UNIFORM DISTRIBUTED LOAD = (LL + DL)/ LENGTH = (36.76 + 82.3)/ 4.278 = 119.06/4.278 = 27.83 kN/m Ra = RB = 218.06/2 = 109.03 kN 49
INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395) 109.03 -87.39 3.5 4.278 3.5 4.278 211.15 27.83 kN/m RA RB 0.778m3.5m P Q LOAD DIAGRAM BENDING MOMENT GRAPH AREA OF P = [(11.625+109.03)/2] x 3.5 = 211.15 kNm AREA OF Q = [(87.39 + 109.03)/2] x 0.778 = 76.41 kNm 50 11.625 -109.03 76.41 99.01 kN SHEAR FORCE DIAGRAM
INDIVIDUAL CALCULATION (COLUMNS) - FRANCIS YEOW SHENG (1101A12395) COLUMN 1 AT COLUMN 1, 51 GROUND FLOOR COLUMN SELF WEIGHT = 0.2 x 0.2 x 3.5 x 24 kN/sqm = 3.36 kN SLAB DEAD LOAD = TRIBUTARY AREA x 3.6 kN/sqm = [2.5 x (2.1 +1.75)] x 3.6 = 34.65 kN BEAM DEAD LOAD, B1 = 2.1 x 1.68 = 3.528 kN B2 = 1.75 x 1.68 = 2.94 kN B3 = 2.5 x 1.68 = 4.2 kN ∑BDL = 3.528 + 2.94 + 4.2 = 10.67 kN WALL DEAD LOAD, W1 = 8.55 x 1.9 = 16.245 kN W2 = 8.55 x 1.75 = 14.96 kN ∑WDL = 16.245 + 14.96 = 31.205 kN ∑DL x SAFETY FACTOR = (3.36 + 34.65 + 10.67 + 31.205) x 1.4 = 111.839 kN LIVE LOAD = 1.5 x TRIBUTARY AREA = 1.5 x 2.5 x (2.1 + 1.75) = 14.438 kN ∑LL x SAFETY FACTOR = 14.438 x 1.6 = 23.1 kN GROUND FLOOR ULTIMATE LOAD = 23.1 + 111.839 = 134.94 kN
INDIVIDUAL CALCULATION (COLUMNS) - FRANCIS YEOW SHENG (1101A12395) COLUMN 1 1ST FLOOR SLAB, BEAM AND COLUMN WEIGHT ARE THE SAME. WALL DEAD LOAD, W1 = 8.55 x 2.1 = 17.96 kN W2 = 8.55 x 1.75 = 14.96 kN W3 = 8.55 x 2.5 = 21.375 kN ∑WDL = 17.96 + 14.96 + 21.375 = 54.295 kN LIVE LOAD IS THE SAME AS GROUND FLOOR. THEREFORE, ∑ DL = 34.65 + 10.67 + 54.295 + 3.36 = 102.975 kN DL x SAFETY FACTOR = 102.975 x 1.4 = 144.165 kN LIVE LOAD = 23.1 kN FIRST FLOOR ULTIMATE LOAD = 144.165 + 23.1 = 167.265 kN ULTIMATE LOAD ON COLUMN 1 = GROUND FLOOR + FIRST FLOOR UL = 134.94 + 167.265 = 302.2 kN 52
INDIVIDUAL CALCULATION (COLUMNS) - FRANCIS YEOW SHENG (1101A12395) COLUMN 2 AT COLUMN 2, 53 GROUND FLOOR COLUMN SELF WEIGHT = 0.2 x 0.2 x 3.5 x 24 kN/sqm = 3.36 kN SLAB DEAD LOAD = TRIBUTARY AREA x 3.6 kN/sqm = [2.5 x (1.97 +1.75)] x 3.6 = 33.48 kN BEAM DEAD LOAD, B1 = 1.75 x 1.68 = 2.94 kN B2 = 1.97 x 1.68 = 3.31 kN B3 = 2.5 x 1.68 = 4.2 kN ∑BDL = 3.31 + 2.94 + 4.2 = 10.45 kN WALL DEAD LOAD, W1 = 8.55 x 1.75 = 14.96 kN W2 = 8.55 x 1.97 = 16.84 kN W3 = 8.55 x 2.5= 21.375 kN ∑WDL = 14.96 + 16.84 + 21.375 = 53.18 kN ∑DL x SAFETY FACTOR = (3.36 + 33.48 + 10.45 + 43.18) x 1.4 = 100.47 x 1.4 = 140.66 kN LIVE LOAD = 1.5 x TRIBUTARY AREA = 1.5 x 2.5 x (1.97 + 1.75) = 13.95 kN ∑LL x SAFETY FACTOR = 13.95 x 1.6 = 22.32 kN GROUND FLOOR ULTIMATE LOAD = 140.66 + 22.32 = 162.98 kN
INDIVIDUAL CALCULATION (COLUMNS) - FRANCIS YEOW SHENG (1101A12395) COLUMN 2 1ST FLOOR SLAB, BEAM AND COLUMN WEIGHT ARE THE SAME. WALL DEAD LOAD, W1 = 8.55 x 1.75 = 14.96 kN W2 = 8.55 x 1.97 = 16.84 kN W3 = 8.55 x 1.3 = 11.12 kN ∑WDL = 14.96 + 16.84 + 11.12 = 42.92 kN LIVE LOAD IS THE SAME AS GROUND FLOOR. THEREFORE, ∑ DL = 3.36 + 33.48 + 10.45 + 42.92 = 90.21 kN DL x SAFETY FACTOR = 90.21 x 1.4 = 126.294 kN LIVE LOAD = 22.32 kN FIRST FLOOR ULTIMATE LOAD = 126.294 + 22.32 = 148.6 kN ULTIMATE LOAD ON COLUMN 1 = GROUND FLOOR + FIRST FLOOR UL = 162.98 + 148.6 = 311.59 kN 54
INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525) B2 B3 B1 B4 55
INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525) BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m UBBL LIVE LOAD DENSITY : 1.5kN/m AT B1, (i) DEAD LOAD X1 : [3.6 x 3.9 / 2] x 2/3 = 4.68 kN/m X2 : 3.6 x 3.1 / 2 = 5.58 kN/m 5.58 x 3.9/5.1 = 4.267 kN/m ∑Xn + beam + wall : 4.68 + 4.267 + 1.68 + 8.55 kN/m = 19.177 kN/m UDL : 19.177 x 1.4 = 26.847 kN/m RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m SAFETY FACTOR : UDL = 1.4 , ULL = 1.6 (ii) LIVE LOAD X1 : [1.5 x 3.9 / 2] x 2/3 = 1.95 kN/m X2 : 1.5 x 3.1 / 2 = 2.325 kN/m 2.325 x 3.9/5.1 = 1.777 kN/m ULL : ∑Xn x 1.6 = 5.9632 kN/m ∑UL : UDL + ULL = 26.847 + 5.9632 = 32.81 kN/m X1 X2 56
(iii) LOAD DIAGRAM ∑PL : 32.81 kN/m x 3.9 m = 127.95 kN (iv) SHEAR FORCE GRAPH INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525) 32.81 kN/m 3.9 m 127.95 kN 63.975 kN 63.975 kN 1.95m 1.95m 63.975 63.975 AREA OF P = AREA OF Q AREA OF P = 1/2 ( 63.97 x 1.95 ) = 62.37 kN.m 1.95 62.37 (v) BENDING MOMENT GRAPH 57
INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525) AT B2, (i) DEAD LOAD X1 : [3.6 x 3.1 / 2] x 2/3 = 3.72 kN/m X2 : [3.6 x 3.1 / 2] x 2/3 = 3.72 kN/m 5.58 x 3.9/5.1 = 4.267 kN/m ∑Xn + beam + wall : 7.44 + 1.68 + 8.55 kN/m = 17.67 kN/m UDL : 17.67 x 1.4 = 24.738 kN/m (ii) LIVE LOAD X1 : [1.5 x 3.1 / 2] x 2/3 = 1.55 kN/m X2 : [1.5 x 3.1 / 2]x 2/3 = 1.55 kN/m ULL : ∑Xn x 1.6 = 3.10 x 1.6 kN/m ∑UL : UDL + ULL = 24.738 + 4.96 = 29.698 kN/m X1 X2 58
(iii) LOAD DIAGRAM ∑PL : 29.698 kN/m x 3.1 m = 92.064 kN (iv) SHEAR FORCE GRAPH INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525) 29.698 kN/m 3.1 m 92.064 kN 46.032 kN 46.032 kN 1.55m 1.55m 46.032 46.032 AREA OF P = AREA OF Q AREA OF P = 1/2 ( 46.032 x 1.55 ) = 35.675 kN/m 1.55 35.675 (v) BENDING MOMENT GRAPH 59
AT B3, (i) DEAD LOAD X1 : [3.6 x 4.3 / 2] x 2/3 = 5.16 kN/m X2 : 3.6 x 3.1 / 2 = 5.58 kN/m 5.58 x 3.13/ 4.32 = 4.04 kN/m X3 : [3.6 x 3.1 / 2] x 0.8 / 5.1 = 0.875 kN/m ∑Xn + 1.68 = 8.55 = 20.305 kN/m UDL : 20.305 x 1.4 = 28.427 kN/m (ii) LIVE LOAD X1 : [1.5 x 4.3 / 2] x 2/3 = 2.15 kN/m X2 : 1.5 x 3.1 / 2 = 2.325 kN/m 2.325 x 3.13 / 4.32 = 1.68 kN/m X3 : [1.5 x 3.1 / 2] x 0.8 / 5.1 = 0.364 kN/m ULL : ∑Xn x 1.6 = 6.1704 kN/m ∑UL : UDL + ULL = 28.427 + 6.7104 = 35.137 kN/m X1 X2 X3 60 INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525)
(iii) LOAD DIAGRAM ∑PL : 29.698 kN/m x 3.1 m = 92.064 kN (iv) SHEAR FORCE GRAPH INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525) 35.137 kN 4.3 m 56.219kN + 46.032 kN = 102.25 kN Ra Rb 0.8m 2.7m 43.032 kN 0.8m 94.87kN ∑M= 0, (Ra)(4.3) - (102.25)(3.5) - (94.87)(1.35) = 0 (Ra) )(4.3)-357.875-128.07 = 0 (Ra) )(4.3)-229.805 = 0 (4.3)Ra) = 229.805 Ra) = 229.805 / 4.3 Ra) = 53.44kN 53.44 - 102.25 - 94.57 - Rb = 0 Rb = -143.38 P Q R 53.44 7.408 143.38 AREA OF R = AREA OF P + AREA OF Q AREA OF R = 1 / 2 (2.15 x 143.38) = 154.133 AREA OF Q = 1 / 2 (1.35 x 7.408 ) = 5.0 kN AREA OF P = R - Q = 154.133-5 = 149.133 kN 154.13 0.8 2.15 (v) BENDING MOMENT GRAPH 61
INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525) AT B4, (i) DEAD LOAD X1 : 3.6 x 4.3 / 2 = 7.74 kN/m X2 : 3.6 x 2.8 / 2 = 5.04kN/m ∑Xn + beam + wall : 7.74 + 5.04 + 1.68 + 8.55 = 23.01 kN/m UDL : 23.01 x 1.4 = 32.214 kN/m (ii) LIVE LOAD X1 : 1.5 x 4.3 / 2 = 3.225 kN/m X2 : 1.5 x 2.8 / 2 = 2.1 kN/m ULL : ∑Xn x 1.6 = 8.52 kN/m ∑UL : UDL + ULL = 32.214 + 8.52 = 40.734 kN/m X1 X2 62
(iii) LOAD DIAGRAM ∑PL : 40.734 kN/m x 5.5 m = 224.037 kN (iv) SHEAR FORCE GRAPH INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525) 40.734 kN/m 5.5 m 224.037 kN 112.01 kN 112.01 kN 2.75m 2.75m 112.01 112.01 AREA OF P = AREA OF Q AREA OF P = 1/2 ( 112.01 x 2.75 ) = 308.05 kN/m 2.75 308.05 (v) BENDING MOMENT GRAPH 63
INDIVIDUAL CALCULATION (COLUMNS) - LIEW MIN YEE (0324525) 64
INDIVIDUAL CALCULATION (COLUMNS) - LIEW MIN YEE (0324525) RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m SAFETY FACTOR : UDL = 1.4 , ULL = 1.6 RC DENSITY = 24kN/m3 (i) LIVE LOAD (2.75 )( 3.5) (1.5) = 14.43kN ∑DL + LL = 89.889 + 14.43 =104.32 kN BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m UBBL LIVE LOAD DENSITY : 1.5kN/m COLUMN 1 (i) DEAD LOAD Wall : 8.55 x 4.5 = 38.475kN Slab :( 2.75 x 3.5) (3.6) = 34.65kN Beam = (2.75 + 3.3) (1.68) = 10.164kN Column = (0.2) (0.2) (3.5) (24.0) = 3.36kN ∑DL = (1.4) (38.475 + 34.65 + 10.164 + 3.36) = 89.889kN 65
COLUMN 2 (i) DEAD LOAD Wall : 6.25 x 4.5 = 53.43kN Slab :(3.5)(4.2)(3.6) = 52.92kN Beam = (3.5+1.5) (1.68) = 8.4kN Column = (0.2) (0.2) (3.5) (24.0) = 3.36kN ∑DL = (1.4) (3.24+53.43+52.92+8.4+3.36) = 169.89kN INDIVIDUAL CALCULATION (COLUMNS) - LIEW MIN YEE (0324525) (i) LIVE LOAD (3.5)(4..2) (1.5) = 22.05kN ∑DL + LL = 169.89 + 22.05 = 191.94kN 66
INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469) B2 B3 B1 B4 67
INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469) BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m UBBL LIVE LOAD DENSITY : 1.5kN/m AT B1, DEAD LOAD X1 : (3.6)(2.6/2) = 4.68 kN/m X2 : (3.6)(2.2/2) = 3.96 kN/m ∑Xn + beam + wall : 4.68 + 3.96 + 1.68 + 8.55 = 18.88 kN/m UDL : (18.88)(1.4) = 26.43 kN/m RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m SAFETY FACTOR : UDL = 1.4 , ULL = 1.6 LIVE LOAD X1 : (1.5)(2.6/2) = 1.95 kN/m X2 : (1.5)(2.2/2) = 1.65 kN/m ∑Xn : 1.96 + 1.65 = 3.61 kN/m ULL : (3.61)(1.6) = 5.78 kN/m ∑UL : UDL + ULL = 26.43 + 5.78 = 32.21 kN/m 68 X1 X2
SHEAR FORCE GRAPH BENDING MOMENT GRAPH LOAD DIAGRAM Total Point Load = 32.21 x 5.3 = 170.71 kN Ra = Rb , 170.71 / 2 = 85.36 kN INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469) 85.36 kN 85.36 kN 2.65 m 2.65 m 32.21 kN/m 5.3 m Area P = Area Q Area P = ½ ( 85.36 x 2.65 ) = 113.10 kNm 69 85.36 - 85.36 2.65 131.10 170.71 kN
INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469) AT B2, DEAD LOAD X1 : one way slab = 0 X2 : (3.6)(1.7/2) = 3.06 kN/m ∑Xn + beam + wall :3.06 + 1.68 + 8.55 = 13.29 kN/m UDL : (17.25)(1.4) = 18.61 kN/m LIVE LOAD X1 : one way slab = 0 X2 : (1.5)(1.7/2) = 1.28 kN/m ∑Xn : 1.28 kN/m ULL : (1,28)(1.6) = 2.05 kN/m ∑UL : UDL + ULL = 18.61 + 2.05 = 20.66 kN/m 70 X1X2
LOAD DIAGRAM Total Point Load = 20.66 x 2.2 = 45.45 kN Ra = Rb , 45.45 / 2 = 22.73 kN SHEAR FORCE GRAPH BENDING MOMENT GRAPH INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469) 22.73 kN 22.73 kN 1.1 m 1.1 m 20.66 kN/m 2.2 m Area P = Area Q Area P = ½ ( 22.73 x 1.1 ) = 12.5 kNm 71 22.73 -22.73 1.1 12.5 P Q 45.45 kN
INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469) AT B3, DEAD LOAD X1 : (3.6)(2.2/2) = 3.96 kN/m ∑Xn + beam + wall : 3.96 + 1.68 + 8.55 = 14.19 kN/m UDL : (14.19)(1.4) = 19.87 kN/m LIVE LOAD X1 : (1.5)(2.2/2) = 1.65 kN/m ∑Xn : 1.65 kN/m ULL : (1.65)(1.6) = 2.64 kN/m ∑UL : UDL + ULL = 19.87 + 2.64 = 22.51 kN/m 72 X1
LOAD DIAGRAM Total Point Load = 22.51 x 5.1 = 114.8 kN Ra = Rb , 114.8 / 2 = 57.4 kN INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469) 114.8 kN 57.4 kN 57.4 kN 2.55 m 2.55 m 22.51 kN/m 5.1 m SHEAR FORCE GRAPH BENDING MOMENT GRAPH Area P = Area Q Area P = ½ ( 57.4 x 2.55 ) = 73.19 kNm 73 57.4 -57.4 2.55 73.19 P Q
INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469) AT B4, DEAD LOAD X1 : one way = 0 X2 : (3.6)(4.6/2) x ⅔ = 5.52 kN/m ∑Xn + beam + wall : 5.52 + 1.68 + 8.55 = 15.75 kN/m UDL : (15.75)(1.4) = 22.05 kN/m LIVE LOAD X1 : one way = 0 X2 : (1.5)(4.6/2) x ⅔ = 2.3 kN/m ∑Xn = 2.3 kN/m ULL : (2.3)(1.6) = 3.68 kN/m ∑UL : UDL + ULL = 22.05 + 3.68 = 25.73 kN/m 74 X1 X2
LOAD DIAGRAM INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469) SHEAR FORCE GRAPH 2.2 m ∑PL1 : (14.32)(2.4) = 34.37 kN ∑PL2 : (25.73)(2.2) = 56.61 kN Ra Rb ∑M= 0, (34.37)(1.2) + (57.4)(2.4) + (56.61)(3.5) + (-Rb)(4.6) = 0 (Rb)(4.6)= 377.14 Rb = 81.99 kN Ra = (34.37 + 57.4 + 56.61) - 81.99 = 66.39 kN Area P = ½ (66.39 + 32.02)(2.4) = 118.09 kNm Area Q = ½ (25.38 + 81.99)(2.2) Q = 118.1 kNm BENDING MOMENT GRAPH 57.4kN 25.7314.32 2.4 m 57.4kN 56.61 kN34.37 kN 1.2 m 1.2 m 1.1 m 1.1 m 66.39 32.02 -25.38 -81.99 P Q 2.4 2.2 kN m 118.09 kNm m 75
INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469) ROOF PLAN SCALE 1:200 C1 C2 76
INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469) 77 C1 C2
INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469) 78 C1 C2
INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469) 79 AT C1, DEAD LOAD SLAB DEAD LOAD : TRIBUTARY AREA X 1.0 kN/m2 = (2.77)(4.17)(1.0) = 11.55 kN BEAM DEAD LOAD : LENGTH OF BEAM X 1.68kN/m2 B1 : (1.95)(1.68) = 3.28 kN B2 : (2.2)(1.68) = 1.31 kN B3 : (2.77)(1.68) = 4.65 kN ∑BL : 3.28 + 1.31 + 4.65 = 9.24 kN ∑DL : 11.55 + 9.24 = 20.79 kN ROOF LIVE LOAD LIVE LOAD : TRIBUTARY AREA X 0.5 kN/m2 = (2.77)(4.17)(0.5) = 5.78 kN
INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469) AT C1, DEAD LOAD COLUMN SELF LOAD : WIDTH X LENGTH X HEIGHT X RC DENSITY = (0.2)(0.2)(3.5)(24) = 3.36 kN SLAB DEAD LOAD : TRIBUTARY AREA X 3.6 kN/m2 = (2.77)(4.17)(3.6) = 41.58 kN BEAM DEAD LOAD : LENGTH OF BEAM X 1.68kN/m2 B1 : (1.95)(1.68) = 3.28 kN B2 : (2.2)(1.68) = 1.31 kN B3 : (2.77)(1.68) = 4.65 kN ∑BL : 3.28 + 1.31 + 4.65 = 9.24 kN 80 1ST FLOOR WALL DEAD LOAD : LENGTH OF WALL X 8.55kN/m2 W1 : (1.95)(8.55) = 16.67 kN W2 : (2.2)(8.55) = 18.81 kN W3 : (2.77)(8.55) = 23.68 kN ∑WL : 16.67 + 18.81 + 23.68 = 59.16 kN LIVE LOAD LIVE LOAD : TRIBUTARY AREA X 1.5 kN/m2 = (2.77)(4.17)(1.5) = 17.33 kN ∑DL : 3.36 + 41.58 + 9.24 + 59.16 = 113.34 kN
INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469) 81 AT C1, DEAD LOAD COLUMN SELF LOAD : WIDTH X LENGTH X HEIGHT X RC DENSITY = (0.2)(0.2)(3.5)(24) = 3.36 kN SLAB DEAD LOAD : TRIBUTARY AREA X 3.6 kN/m2 = (2.77)(4.17)(3.6) = 41.58 kN GROUND FLOOR LIVE LOAD LIVE LOAD : TRIBUTARY AREA X 1.5 kN/m2 = (2.77)(4.17)(1.5) = 17.33 kN BEAM DEAD LOAD : LENGTH OF BEAM X 1.68kN/m2 B1 : (1.95)(1.68) = 3.28 kN B2 : (2.2)(1.68) = 1.31 kN B3 : (2.77)(1.68) = 4.65 kN ∑BL : 3.28 + 1.31 + 4.65 = 9.24 kN WALL DEAD LOAD : LENGTH OF WALL X 8.55kN/m2 W1 : (1.95)(8.55) = 16.67 kN W2 : (2.2)(8.55) = 18.81 kN W3 : (2.77)(8.55) = 23.68 kN ∑WL : 16.67 + 18.81 + 23.68 = 59.16 kN ∑DL : 3.36 + 41.58 + 9.24 + 59.16 = 113.34 kN
INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469) 82 DEAD LOAD ROOF : 23.21 kN 1ST FLOOR : 113.34 kN GROUND FLOOR: 113.34 kN ∑ DL : 23.21 + 113.34 + 113.34 = 249.99 kN UDL : ∑ DL X SAFETY FACTOR = (249.99)(1.4) = 349.99 kN ∑ UL : UDL + ULL = 349.99 + 64.70 = 414.69 kN LIVE LOAD ROOF : 5.78 kN 1ST FLOOR : 17.33 kN GROUND FLOOR : 17.33 kN ∑ LL : 5.78+ 17.33 + 17.33 = 40.44 kN ULL : ∑ LL X SAFETY FACTOR = (40.44)(1.6) = 64.70 kN
INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469) 83 AT C2, DEAD LOAD SLAB DEAD LOAD : TRIBUTARY AREA X 1.0 kN/m2 = (4.34)(4.11)(1.0) = 17.84 kN BEAM DEAD LOAD : LENGTH OF BEAM X 1.68kN/m2 B1 : (2.8)(1.68) = 4.7 kN B2 : (1.95)(1.68) = 3.28 kN B3 : (2.15)(1.68) = 3.61 kN B4 : (1.53)(1.68) = 2.57 kN ∑BL : 4.7 + 3.28 + 3.61 + 2.57 = 16.73 kN ROOF ∑DL : 17.84 + 16.73 = 34.57 kN LIVE LOAD LIVE LOAD : TRIBUTARY AREA X 0.5 kN/m2 = (4.34)(4.11)(0.5) = 8.92 kN
INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469) AT C2, DEAD LOAD COLUMN SELF LOAD : WIDTH X LENGTH X HEIGHT X RC DENSITY = (0.2)(0.2)(3.5)(24) = 3.36 kN SLAB DEAD LOAD : TRIBUTARY AREA X 3.6 kN/m2 = (4.34)(4.11)(3.6) = 64.21 kN BEAM DEAD LOAD : LENGTH OF BEAM X 1.68kN/m2 B1 : (2.8)(1.68) = 4.7 kN B2 : (1.95)(1.68) = 3.28 kN B3 : (2.15)(1.68) = 3.61 kN B4 : (1.53)(1.68) = 2.57 kN ∑BL : 4.7 + 3.28 + 3.61 + 2.57 = 16.73 kN 84 1ST FLOOR WALL DEAD LOAD : LENGTH OF WALL X 8.55kN/m2 W1 : (4.06)(8.55) = 34.71 kN W2 : (1.95)(8.55) = 16.67 kN W3 : (2.09)(8.55) = 17.87 kN ∑WL : 34.71 + 16.67 + 17.87 = 69.25 kN LIVE LOAD LIVE LOAD : TRIBUTARY AREA X 1.5 kN/m2 = (4.34)(4.11)(1.5) = 26.76 kN ∑DL : 3.36 + 64.21 + 16.73 + 69.25 = 153.55 kN
INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469) 85 AT C2, DEAD LOAD COLUMN SELF LOAD : WIDTH X LENGTH X HEIGHT X RC DENSITY = (0.2)(0.2)(3.5)(24) = 3.36 kN SLAB DEAD LOAD : TRIBUTARY AREA X 3.6 kN/m2 = (4.34)(4.11)(3.6) = 64.21 kN GROUND FLOOR BEAM DEAD LOAD : LENGTH OF BEAM X 1.68kN/m2 B1 : (2.8)(1.68) = 4.7 kN B2 : (1.95)(1.68) = 3.28 kN B3 : (2.15)(1.68) = 3.61 kN B4 : (1.53)(1.68) = 2.57 kN ∑BL : 4.7 + 3.28 + 3.61 + 2.57 = 16.73 kN WALL DEAD LOAD : LENGTH OF WALL X 8.55kN/m2 W1 : (2.8)(8.55) = 23.94 kN W2 : (2.86)(8.55) = 24.45 kN W3 : (0.17)(8.55) = 1.45 kN W4 : (0.95)(8.55) = 8.12 kN W5 : (0.57)(8.55) = 4.87 kN W6 : (2.16)(8.55) = 18.47 kN ∑WL : 23.94 + 24.45 + 1.45 + 8.12 + 4.87 + 18.47 = 81.3 kN ∑DL : 3.36 + 64.21 + 16.73 + 81.3 = 165.6 kN
INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469) 86 GROUND FLOOR AT C2, LIVE LOAD LIVE LOAD : TRIBUTARY AREA X 1.5 kN/m2 = (4.34)(4.11)(1.5) = 26.76 kN
INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469) 87 DEAD LOAD ROOF : 34.57 kN 1ST FLOOR : 153.55 kN GROUND FLOOR: 165.6 kN ∑ DL : 34.57 + 153.55 + 165.6 = 353.72 kN UDL : ∑ DL X SAFETY FACTOR = (353.72)(1.4) = 495.21 kN ∑ UL : UDL + ULL = 459.21 + 99.9 = 559.11 kN LIVE LOAD ROOF : 8.92 kN 1ST FLOOR : 26.76 kN GROUND FLOOR : 26.76 kN ∑ LL : 8.92 + 26.76 + 26.76 = 62.44 kN ULL : ∑ LL X SAFETY FACTOR = (62.44)(1.6) = 99.9 kN
INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137) B1 B3 B4 B2 88
INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137) BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m UBBL LIVE LOAD DENSITY : 1.5kN/m BEAM 1 X1 X2 (i) DEAD LOAD X1 = (3.6) (6/2) (2/3) = 7.2kN/m X1 to B1 = (7.2) (4.8/6) = 5.76 kN/m X2 = (3.6) (3.2/2) = 5.76kN/m UDL = (5.67 + 5.67 + 1.68 + 8.55) (1.4) = 30.45kN/m RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m SAFETY FACTOR : UDL = 1.4 , ULL = 1.6 (ii) LIVE LOAD X1 = (1.5) (6/2) (2/3) = 3kN/m X1 to B1 = (3) (4.8/6) = 2.4kN/m X2 = (1.5) (3.2/2) = 2.4kN/m ULL = (2.4+2.4) (1.6) = 7.68kN/m ∑UL : UDL + ULL = 30.45 + 7.68 = 38.13kN/m 89
(iii) LOAD DIAGRAM ∑PL = (38.13) (4.8) = 183.024kN Ra = Rb , 183.024 / 2 = 91.512kN INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137) (iv) SHEAR FORCE GRAPH (v) BENDING MOMENT GRAPH 38.13kN/m 4.8m 183.024kN 91.512kN 91.512 91.512 AREA OF A = AREA OF B AREA OF A = (1/2) (4.8/2) (91.512) = 109.8144kNm 2.4 109.8144 A B 91.512kN 4.8m Ra Rb 90
INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137) BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m UBBL LIVE LOAD DENSITY : 1.5kN/m BEAM 2 X1 X2 (i) DEAD LOAD X1 = (3.6) (3.2/2) = 5.76kN/m X1 to B2 = (5.76) (2.9/4.8) = 3.48 kN/m X2 = (3.6) (2.9/2) (2/3) = 3.48kN/m UDL = (3.48 + 3.48 + 1.68 + 8.55) (1.4) = 24.066kN/m RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m SAFETY FACTOR : UDL = 1.4 , ULL = 1.6 (ii) LIVE LOAD X1 = (1.5) (3.2/2) = 2.4kN/m X1 to B1 = (2.4) (2.9/4.8) = 1.45kN/m X2 = (1.5) (2.9/2) (2/3) = 1.45kN/m ULL = (1.45+1.45) (1.6) = 4.64kN/m ∑UL : UDL + ULL = 24.066 + 4.64 = 28.706kN/m 91
INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137) (iii) LOAD DIAGRAM ∑PL = (28.706) (2.9) = 83.2474kN Ra = Rb , 83.2474 / 2 = 41.6237kN (iv) SHEAR FORCE GRAPH (v) BENDING MOMENT GRAPH 28.706kN/m 2.9m 41.6237kN 41.6237kN 41.6237 41.6237 AREA OF A = AREA OF B AREA OF A = (1/2) (2.9/2) (41.6237) = 30.177kNm 1.45 30.177 A B 83.2474kN Ra Rb 92
BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m UBBL LIVE LOAD DENSITY : 1.5kN/m BEAM 3 X1 X2 (i) DEAD LOAD X1 = (3.6) (3.75/2) (2/3) = 4.5kN/m X1 to B3 = (4.5) (3.2/3.75) = 3.84 kN/m X2 = (3.6) (3.2/2) (2/3) = 3.84kN/m UDL = (3.84 + 3.84 + 1.68 + 8.55) (1.4) = 25.074kN/m INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137) RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m SAFETY FACTOR : UDL = 1.4 , ULL = 1.6 (ii) LIVE LOAD X1 = (1.5) (3.75/2) (2/3) = 1.875kN/m X1 to B1 = (1.875) (3.2/3.75) = 1.6kN/m X2 = (1.5) (3.2/2) (2/3) = 1.6kN/m ULL = (1.6 + 1.6 ) (1.6) = 5.12kN/m ∑UL : UDL + ULL = 25.074 + 5.12 = 30.194kN/m 93
INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137) (iii) LOAD DIAGRAM ∑PL = (30.194) (3.2) = 96.6208kN Ra = Rb , 96.6208 / 2 = 48.3104kN (iv) SHEAR FORCE GRAPH (v) BENDING MOMENT GRAPH 30.194kN/m 3.2m 96.6208kN 48.3104kN 48.3104kN 48.3104 48.3104 AREA OF A = AREA OF B AREA OF A = (1/2) (3.2/2) (48.3104) = 38.648kNm 1.6 38.648 A B Ra Rb 94
INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137) RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m SAFETY FACTOR : UDL = 1.4 , ULL = 1.6 (ii) LIVE LOAD X1 = (1.5) (3.75/2) = 2.8125kN/m X2 = (1.5) (3.7/2) = 2.775kN/m X3 = (1.5) (3.2/2) = 2.4kN/m X3 to B4 = (2.4) (0.5/3.6) = 0.33kN/m ULL = (2.8125 + 2.775 + 0.33) (1.6) = 9.468kN/m ∑UL : UDL + ULL = 34.202 + 9.468 = 43.674kN/m BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m UBBL LIVE LOAD DENSITY : 1.5kN/m BEAM 4 X1 X2 X3 (i) DEAD LOAD X1 = (3.6) (3.75/2) = 6.75kN/m X2 = (3.6) (3.7/2) = 6.66kN/m X3 = (3.6) (3.2/2) = 5.76kN/m X3 to B4 = (5.76) (0.5/3.6) = 0.8kN/m UDL = (6.75 + 6.66 + 0.8 + 1.68 + 8.55) (1.4) = 34.202kN/m 95
∑M = 0 0 = (Ra) (5.4) - (91.9804) (5.4-0.5) - (192.148) [(5.4-0.5-0.5)/2] Ra (5.4) = 450.7 + 422.7256 Ra = (450.7 + 422.7256) / 5.4 Ra = 161.75kN 0 = 161.75 - 91.9804 - 192.148 - Rb Rb = -122.3784kN INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137) (iii) LOAD DIAGRAM ∑PL1 = (43.67) (0.5+0.5) + 48.3104 = 91.9804kN/m ∑PL2 = (43.67) (5.4-0.5-0.5) = 192.148kN/m 43.67kN/m 5.4m 161.75kN 122.3784kN Ra Rb 48.3104kN/m 5.4mRa Rb 0.5m B3 48.3104kN/m + 91.9804kN/m 0.5m 192.148kN/m 96
(v) BENDING MOMENT GRAPH INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137) (iv) SHEAR FORCE GRAPH 161.75 - 48.3104 = 113.4396 AREA OF C = (1/2) (5.4/2) (122.3748) = 165.20598kNm AREA OF B = (1/2) [(5.4/2) -0.5)] (113.4396) = 124.78356kNm AREA OF A + B = AREA OF C AREA OF A = AREA OF C - AREA OF B = 165.20598 - 124.78356 = 40.42242kNm y x 161.75 113.4396 122.3748 0.5 2.7 A B C 0.5 2.7 165.206 y x 97
INDIVIDUAL CALCULATION (COLUMNS) - TAN JINGWEI (0320137) 98
INDIVIDUAL CALCULATION (COLUMNS) - TAN JINGWEI (0320137) RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m SAFETY FACTOR : UDL = 1.4 , ULL = 1.6 RC DENSITY = 24kN/m3 (i) LIVE LOAD (1.6) (2.95) (4.0) (1.5) = 28.32kN ∑DL + LL = 97.8789 + 28.32 = 126.1989kN BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m UBBL LIVE LOAD DENSITY : 1.5kN/m COLUMN 1 (i) DEAD LOAD Wall = (1.45) (8.55) = 12.3975kN Slab = (2.95) (4.0) (3.6) = 42.48kN Beam = (1.5 + 1.45 + 1.6 + 2.4) (1.68) = 11.676kN Column = (0.2) (0.2) (3.5) (24.0) = 3.36kN ∑DL = (1.4) (12.3975 + 42.48 + 11.676 + 3.36) = 97.8789kN 99
INDIVIDUAL CALCULATION (COLUMNS) - TAN JINGWEI (0320137) RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m SAFETY FACTOR : UDL = 1.4 , ULL = 1.6 RC DENSITY = 24kN/m3 (i) LIVE LOAD (1.6) (2.35) (4.0) (1.5) = 22.56kN ∑DL + LL = 85.8543 + 22.56 = 108.4143kN BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m UBBL LIVE LOAD DENSITY : 1.5kN/m COLUMN 2 (i) DEAD LOAD Wall = (1.45 + 0.9) (8.55) = 20.0925kN Slab = (2.34) (4.0) (2.95) (3.6) = 33.84kN Beam = (2.4) (1.68) = 4.032kN Column = (0.2) (0.2) (3.5) (24.0) = 3.36kN ∑DL = (1.4) (20.0925 + 33.84 + 4.032 + 3.24) = 85.8543kN 100
APPENDIX (PROGRESSION & CALCULATION)
APPENDIX (CHONG CHIN PIN)
APPENDIX (CHONG CHIN PIN)
APPENDIX (CHONG CHIN PIN)
APPENDIX (CHONG CHIN PIN)
APPENDIX (ERICA CHIN CHING)
APPENDIX (ERICA CHIN CHING)
APPENDIX (ERICA CHIN CHING)
APPENDIX (ERICA CHIN CHING)
APPENDIX (FRANCIS YEOW SHENG)
APPENDIX (FRANCIS YEOW SHENG)
APPENDIX (FRANCIS YEOW SHENG)
APPENDIX (FRANCIS YEOW SHENG)
APPENDIX (LIEW MIN YEE)
APPENDIX (LIEW MIN YEE) 118
APPENDIX (LIEW MIN YEE)
APPENDIX (LIEW MIN YEE)
APPENDIX (LIEW MIN YEE)
APPENDIX (LOONG BO LIN)
APPENDIX (LOONG BO LIN)
APPENDIX (LOONG BO LIN)
APPENDIX (TAN JINGWEI)
APPENDIX (TAN JINGWEI)
APPENDIX (TAN JINGWEI)
APPENDIX (TAN JINGWEI)
APPENDIX (TAN JINGWEI)
APPENDIX (TAN JINGWEI)

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Building Structure

  • 1. NAME STUDENT ID CHONG CHIN PIN 0319595 ERICA CHIN CHING 0320460 FRANCIS YEOW SHENG 1101A12395 LIEW MIN YEE 0324525 LOONG BO LIN 0321469 TAN JINGWEI 0320137 (BLD 61003), 4/7/2017 PROJECT : SKELETON DESIGN OF A R.C BUILDING
  • 2. TABLE OF CONTENT CONTENT PAGE INTRODUCTION 1 STRUCTURAL PROPOSAL (GROUP) 4 INDIVIDUAL CALCULATION - CHONG CHIN PIN - ERICA CHIN CHING - FRANCIS YEOW SHENG - LIEW MIN YEE - LOONG BO LIN - TAN JINGWEI 11 12 24 42 55 67 88 APPENDIX 101
  • 3. LOCATION : SETAPAK, SEKSYEN 86, KUALA LUMPUR LAND AREA : 0.2077 ACRES GROSS BUILDING AREA : 9,011.11 SQFT COMPLETION DATE : MARCH 2011 INTRODUCTION
  • 7. STRUCTURAL PROPOSAL - FOUNDATION PLAN 5
  • 8. STRUCTURAL PROPOSAL - GROUND FLOOR BEAMS AND COLUMNS 6
  • 9. STRUCTURAL PROPOSAL - GROUND FLOOR SLABS & LOAD DISTRIBUTION 7
  • 10. STRUCTURAL PROPOSAL - FIRST FLOOR BEAMS & COLUMNS 8
  • 11. STRUCTURAL PROPOSAL - FIRST FLOOR SLABS & LOAD DISTRIBUTION 9
  • 14. INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595) C1` C2` B1 B2 B3 B4 12
  • 15. INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595) BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m UBBL LIVE LOAD DENSITY : 1.5kN/m BEAM 1 (i) DEAD LOAD a: [(2.6 x 3.6) x 2 ] = 3.12 kN/m 2 3 b: [(2.6 x 3.6) x 2 ] = 3.12 kN/m 2 3 a + b + beam + wall: (3.12 + 3.12 + 1.68 + 8.55) =16.47 kN/m UDL :(16.47 x 1.4) =23.058 kN/m RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m SAFETY FACTOR : UDL = 1.4 , ULL = 1.6 (ii) LIVE LOAD a: [(2.6 x 1.5) x 2 ] = 1.3 kN/m 2 3 b: [(2.6 x 1.5) x 2 ] = 1.3 kN/m 2 3 ULL: (1.3 + 1.3) x 1.6 = 4.16 kN/m b a 13
  • 16. (iii) LOAD DIAGRAM UDL+ ULL: 22.058+ 4.16= 26.218 kN/m Point Load (26.218 x 2.6)= 68.1668 kN 68.1668 = 34.0834 kN 2 INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595) (iv) SHEAR FORCE GRAPH 34.0834 kN 34.0834 kN 2.6 m 26.218 kN/m 68.1668 kN 34.0834 -34.0834 AREA P= AREA Q AREA P: 1 x 2.6 x 34.0834= 22.1542 kN 2 2 1.3 22.1542 (v) BENDING MOMENT GRAPH 14
  • 17. INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595) BEAM 2 (i) DEAD LOAD a: (3 x 3.6) = 5.4kN/m 2 b: (2.6 x 3.6) = 4.68 kN/m 2 a + b + beam + wall (5.4 + 4.68 +1.68 +8.55) =20.31 kN/m UDL: (20.31 x 1.4) = 28.434 kN/m (ii) LIVE LOAD a: (3 x 1.5) = 2.25 kN/m 2 b: (2.6 x 1.5) = 1.95 kN/m 2 ULL: (1.95 + 2.25) x 1.6 = 6.72 kN/m a b 15
  • 18. (iv) SHEAR FORCE GRAPH 73.8234 -73.8234 2.1 77.5146 INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595) (iii) LOAD DIAGRAM UDL+ ULL: 28.434 + 6.72 =35.154 kN/m Point Load (35.154 x 4.2) =147.6468 kN 147.6468 =73.8234 kN 2 33.666 kN/m 70.6986 kN 70.6986 kN 68.1668 kN 4.2 m AREA P = AREA Q AREA P: 1 x 4.2 x 73.8234 =77.5146 kN 2 2 (v) BENDING MOMENT GRAPH 16
  • 19. INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595) BEAM 3 (i) DEAD LOAD a: (2.6 x 3.6) = 4.68 kN/m 2 b: (4.2 x 3.6) = 7.56 kN/m 2 a + b + beam + wall (4.68 + 7.56 +1.68 +8.55) = 22.47 kN/m UDL: (22.47 x 1.4) = 31.458 kN/m (ii) LIVE LOAD a: (2.6 x 1.5) = 1.95 kN/m 2 b: (4.2 x 1.5) = 3.15 kN/m 2 ULL: (ULL: (1.95 + 3.15) x 1.6 = 8.16 kN/m a b 17
  • 20. (iv) SHEAR FORCE GRAPH(iii) LOAD DIAGRAM UDL+ ULL: 31.458 + 8.16 =39.618 kN/m (39.618 x 4.2) =166.3956 kN 166.3956 =83.1978 kN 2 INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595) 83.1978 kN 83.1978 kN 83.1978 -83.1978 2.1 87.3577 68.1668 kN 4.2 m AREA P= AREA Q AREA P: 1 x 4.2 x 83.1978 =87.3577 kN 2 2 39.618 kN/m (v) BENDING MOMENT GRAPH 18
  • 21. INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595) BEAM 4 (i) DEAD LOAD a: [(2.6 x 3.6) X 2] = 3.12 kN/m 2 3 (1.3 x 3.12) = 1.56 kN/m 2.6 b: [(3 x 3.6) x 2] = 3.6 kN/m 2 3 c: (4.3 x 3.6) = 7.74 kN/m 2 a + b + c + beam + wall (1.56 + 3.6 + 7.74 + 1.68 + 8.55) = 23.13 kN/m UDL: (23.13 x 1.4) = 33.382 kN/m (ii) LIVE LOAD a: [(2.6 x 1.5) x 2] = 1.3 kN/m 2 3 (1.3 x 1.3) = 0.65 kN/m 2.6 b: [(3 x 1.5) x 2] = 1.5 kN/m 2 3 c: (4.3 x 1.5) =3.225 kN/m 2 a + b + c (0.65 + 1.5 + 3.225) = 5.375 kN/m ULL: (5.375 x 1.6) = 8.6 kN/m b a c 19
  • 22. BEAM 4 (iii) LOAD DIAGRAM INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595) 1.3 m B2 4.3 m 1.3 m 109.1532 kN + 73.8234 kN 1.3 m 1.3 m 0.85m Ra Rb 41.982 kN/m 4.3 m = 73.8234 kN Point Load: 41.982 x 2.6 = 109.1532 kN 41.982 x 1.7 = 71.3692 kN 0.85m 71.3694 kN UDL+ ULL: 31.374 + 8.12 =39.494 kN/m ∑M= 0 Ra (4.3) - [182.9766 x (1.3+1.7)] -[71.3694 x 1.7] = 0 2 Ra (4.3) - (548.9298) - ( 60.664) =0 Ra =488.2658 4.3 = 113.5502 kN 113.5502 - 182.9766 - 71.3694- Rb = 0 -Rb= -140.7958 Rb = 140.7958kN 20
  • 23. (iv) SHEAR FORCE GRAPH 151.36 1.3 2.15 134.47 INDIVIDUAL CALCULATION (BEAMS) - CHONG CHIN PIN (0319595) 113.5502 -73.8234 = 39.7268 kN Area R =1 x (2.15)(140.7958) 2 =151.3555 kN Area Q = 1 x (2.15-1.3)(39.7268) 2 = 16.8839 kN Area P = Area R -Area Q = 151.3555 - 16.8839 = 134.4716 kN 113.5502 -140.7958 39.7268 P Q R P Q R 1.3 2.15 (v) BENDING MOMENT GRAPH 21
  • 24. INDIVIDUAL CALCULATION (COLUMNS) - CHONG CHIN PIN (0319595) RC DENSITY : 24 kN/m^3 BRICK WALL 150mm THICK : 8.55 kN/m^2 BEAM 200*350mm : 1.68 kN/m^2 SAFETY FACTOR FOR DEAD LOAD : 1.4 SAFETY FACTOR FOR LIVE LOAD : 1.6 STANDARD LIVE LOAD OF RESIDENCE : 1.5 kN/m^2 COLUMN 1 Dead Load Column Self Load= (0.2)(0.2)(3.5)(24) = 3.36 kN Walls =[(1.3+1.1) x 8.55] = 20.52 kN Slabs = [(2.55 x 2.4) + (3.6 x 2.15)] x 3.6 = [(6.12 + 7.74) x 3.6] = 49.896 kN Beams = [(3.6 + 2.55 + 2.15) x 1.68] = 13.944 kN Total Dead Load= [(3.36 + 20.52 + 49.896 + 13.944) x 1.4] = 122.81 kN Live Load Slabs = [(2.55 x 2.4) + (3.6 x 2.15) x 1.5] = (6.12 +7.74) x 1.5 = 20.79 kN Total Live Load= (20.79 x 1.6) =33.26 kN Ultimate Load of Column = Dead Load + Live Load =(122.81 + 33.26) =156.07 kN 4.6 = 2.3 2 4.3 = 2.15 2 2.6 = 1.3 2 5.1 = 2.55 2 22
  • 25. INDIVIDUAL CALCULATION (COLUMNS) - CHONG CHIN PIN (0319595) COLUMN 2 4.6 = 2.3 2 4.3 = 2.15 2 Dead Load Column Self Load= (0.2)(0.2)(3.5)(24) = 3.36 kN Walls =[(1.3 + 1.6 + 2.2 + 3.6 + 7.3) x 8.55] = 136.8 kN Slabs = [(1.5 + 2.6 + 2.3) (2.15) + (0.8 x 2.15) x 3.6 ] = [(13.76 + 1.72) x 3.6] = 55.728 kN Beams = [(6.4 + 2.15 +2.15 + 0.8) x 1.68] = 19.32 kN Total Dead Load= [(3.36 + 136.8 +55.728 + 19.32) x 1.4] = 301.29 kN Live Load Slabs = [(1.5 + 2.6 + 2.3) (2.15) + (0.8 x 2.15) x 1.5 ] = 23.22 kN Total Live Load= (23.22 x 1.6) = 37.15kN Ultimate Load of Column = Dead Load + Live Load = (301.29 + 37.15) = 338.44 kN 3= 1.5 2 1.6 = 0.8 2 23
  • 26. INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460) B1 B2 B3 B4 24
  • 27. BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m UBBL LIVE LOAD DENSITY : 1.5kN/m AT B1, (i) DEAD LOAD X1 : (3.6)(6.15/2) = 11.07 kN/m X1 to B1 : (11.07)(4.9 / 6.2) = 8.75 kN/m X2 : (3.6)(1.5/2) = 2.70 kN/m ∑Xn + beam + wall : 8.75 + 2.70 + 1.68 + 8.55 = 21.68 kN/m UDL : (21.68)(1.4) = 30.35 kN/m INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460) RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m SAFETY FACTOR : UDL = 1.4 , ULL = 1.6 (ii) LIVE LOAD X1 : (1.5)(6.15/2) = 4.61 kN/m X1 to B1 : (4.61)( 4.9 / 6.2 ) = 3.64 kN/m X2 : (1.5)(1.5/2) = 1.13 kN/m ∑Xn : 3.64 + 1.13 = 4.77 kN/m UDL : (4.77)(1.6) = 7.63 kN/m ∑UL : UDL + ULL = 30.35 + 7.63 = 37.98 kN/m X1 X2 25
  • 28. (iii) LOAD DIAGRAM ∑PL : (37.98)(4.9) = 186.10 kN Ra = Rb , 186.10 / 2 = 93.05 kN INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460) (iv) SHEAR FORCE GRAPH 37.98 kN/m 4.9 m 186.10 kN 93.05 kN 93.05 kN 2.45m 2.45m 93.05 93.05 AREA OF P = AREA OF Q AREA OF P = ½ (93.05)(2.45) = 113.99 kNm 2.45 4.9 113.99 P Q (v) BENDING MOMENT GRAPH 26
  • 29. INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460) AT B2, (i) DEAD LOAD X1 : (3.6)(1.5/2) = 2.70 kN/m X2 : (3.6)(1.67/2) = 3.01 kN/m ∑Xn + beam + wall : 2.70 + 3.01 + 1.68 + 8.55 = 15.94 kN/m UDL : (15.94)(1.4) = 22.32 kN/m (ii) LIVE LOAD X1 : (1.5)(1.5/2) = 1.13 kN/m X2 : (1.5)(1.67/2) = 1.25 kN/m ∑Xn : 1.13 + 1.25 = 2.38 kN/m UDL : (2.38)(1.6) = 3.81 kN/m ∑UL : UDL + ULL = 22.32 + 3.81 = 26.13 kN/m X1 X2 27
  • 30. (iii) LOAD DIAGRAM ∑PL : (26.13)(4.9) = 128.04 kN Ra = Rb , 128.04 / 2 = 64.02 kN INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460) (iv) SHEAR FORCE GRAPH 26.13 kN/m 128.04 kN 64.02 kN 64.02 kN 2.45m 2.45m 64.02 64.02 AREA OF P = AREA OF Q AREA OF P = ½ (64.02)(2.45) = 78.42 kNm 2.45 4.9 78.42 P Q 4.9 m (v) BENDING MOMENT GRAPH 28
  • 31. INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460) AT B3, (i) DEAD LOAD X1 : (3.6)(2.4 /2) = 4.32 kN/m ∑Xn + beam + wall : 4.32 + 1.68 + 8.55 = 14.55 kN/m UDL : (14.55)(1.4) = 20.37 kN/m (ii) LIVE LOAD X1 : (1.5)( 2.4 /2) = 1.25 kN/m UDL : (1.25)(1.6) = 2.88 kN/m ∑UL : UDL + ULL = 20.37 + 2.88 = 23.25 kN/m X1 B2 29
  • 32. (iii) LOAD DIAGRAM INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460) (iv) SHEAR FORCE GRAPH 23.25 kN/m 3.17 m 1.5 m B2 = 64.02 kN 3.17 m 1.5 m 69.75 kN + 64.02 kN 1.5 m 1.5 m 0.085 0.085 3.95 kN ∑PL1 : (23.25)(3.0) = 69.75 kN ∑PL2 : (23.25)(0.17) = 3.95 kN Ra Rb ∑M= 0, (Ra)(3.17) - (133.77)(1.67) - (3.95)(0.085) = 0 Ra = 223.73/3.17 = 70.58 kN 70.58 - 133.77 - 3.95 - Rb = 0 Rb = 67.14 kN P Q R 70.58 6.56 67.14 AREA OF R = AREA OF P + AREA OF Q AREA OF R = ½ (1.585)(67.14) = 53.21 kN AREA OF Q = ½ (0.085)(6.56) = 0.279 kN AREA OF P = R - Q = 53.21 - 0.279 = 52.93 kNm 53.21 1.5 1.585 52.93 (v) BENDING MOMENT GRAPH 30
  • 33. INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460) AT B4, (i) DEAD LOAD X1 : (3.6)(1.67 / 2) = 3.01 kN/m X1 to B4 : (3.01)(2.2 / 4.9) = 1.35 kN/m X2 : (3.6)(2.4 / 2)(2 / 3) = 2.88 kN/m X3 : (3.6)(4.6 / 2)(2 / 3) = 5.52 kN/m ∑Xn + beam + wall : 1.35 + 2.88 + 5.52 + 1.68 + 8.55 = 19.98 kN/m UDL : (19.98)(1.4) = 27.97 kN/m (ii) LIVE LOAD X1 : (1.5)(1.67 / 2) = 1.25 kN/m X1 to B4 : (1.25)(2.2 / 4.9) = 0.56 kN/m X2 : (1.5)(2.4 / 2)(2/3) = 1.20 kN/m X2 : (1.5)(4.6 / 2)(2/3) = 2.30 kN/m ∑Xn :0.56 + 1.20 + 2.30 = 4.06 kN/m UDL : (4.06)(1.6) = 6.50 kN/m ∑UL : UDL + ULL = 27.97 + 6.50 = 34.47 kN/m X1 X2 X3 31
  • 34. (iii) LOAD DIAGRAM INDIVIDUAL CALCULATION (BEAMS) - ERICA CHIN CHING (0320460) (iv) SHEAR FORCE GRAPH 34.47 kN/m 4.6 m 2.2 m B3 = 67.14 kN 4.6 m 2.2 m 151.67 kN + 67.14 kN 2.2 m 2.2 m 0.1 0.1 6.89 kN ∑PL1 : (34.47)(4.4) = 151.67 kN ∑PL2 : (34.47)(0.2) = 6.89 kN Ra Rb ∑M= 0, (Ra)(4.6) - (218.81)(2.4) - (6.89)(0.1) = 0 Ra = 525.83 / 4.6= 114.31 kN 114.31 - 218.81 - 6.89 - Rb = 0 Rb = 111.39 kN P Q R 114.31 47.17 111.39 AREA OF R = AREA OF P + AREA OF Q AREA OF R = ½ (2.3)(111.39) = 128.10 kN AREA OF Q = ½ (0.1)(47.17) = 2.36 kN AREA OF P = R - Q = 128.10 - 2.36 = 125.74 kNm 128.10 2.2 2.3 125.74 (v) BENDING MOMENT GRAPH 32
  • 35. INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460) 33
  • 36. INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460) 34
  • 37. INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460) AT C1, (i) DEAD LOAD COLUMN SELF LOAD : WIDTH X LENGTH X HEIGHT X RC DENSITY = (0.2)(0.2)(3.5)(24) = 3.36 kN SLAB DEAD LOAD : TRIBUTARY AREA X 3.6 kN/m^2 = (4.23)(4.66)(3.6) = 70.96 kN NOTE : G FLOOR SLAB LOAD = 1ST FLOOR SLAB LOAD BEAM DEAD LOAD : LENGTH OF BEAM X 1.68kN/m^2 B1 : (2.95)(1.68) = 4.96 kN B2 : (1.66)(1.68) = 2.79 kN B3 : (1.46)(1.68) = 2.45 kN B4 : (2.58)(1.68) = 4.33 kN ∑BL : 4.96 + 2.79 + 2.45 + 4.33 = 14.53 kN NOTE : G FLOOR BEAM LOAD = 1ST FLOOR BEAM LOAD B1 B2 B4 B3 RC DENSITY : 24 kN/m^3 BRICK WALL 150mm THICK : 8.55 kN/m^2 BEAM 200*350mm : 1.68 kN/m^2 STANDARD LIVE LOAD OF RESIDENCE : 1.5 kN/m^2 RC SLAB THICKNESS * UBBL : 3.6 kN/m^2 SAFETY FACTOR FOR DEAD LOAD : 1.4 SAFETY FACTOR FOR LIVE LOAD : 1.6 35
  • 38. INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460) WALL DEAD LOAD : LENGTH OF WALL X 8.55kN/m^2 W1 : (2.43)(8.55) = 20.78 kN W2 : (0.36)(8.55) = 3.08 kN W3 : (0.12)(8.55) = 1.03 kN W4 : (1.20)(8.55) = 10.26 kN W5 : (0.21)(8.55) = 1.80 kN W6 : (2.26)(8.55) = 19.32 kN W7 : (2.35)(8.55) = 20.09 kN ∑WL : 20.78 + 3.08 + 1.03 + 10.26 + 1.80 + 19.32 + 20.09 = 76.36 kN 1ST FLOOR WALLS W2 W6 W4 W3 W1 W5 W7 36
  • 39. INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460) WALL DEAD LOAD : LENGTH OF WALL X 8.55kN/m^2 W1 : (0.36)(8.55) = 3.08 kN W2 : (1.22)(8.55) = 10.43 kN W3 :(1.88)(8.55) = 16.07 kN W4 :(2.35)(8.55) = 20.09 kN W5 : (0.24)(8.55) = 2.05 kN W6 : (0.28)(8.55) = 2.39 kN W7 : (1.51)(8.55) = 12.91 kN ∑WL : 3.08 + 10.43 + 16.07 + 20.09 + 2.05 + 2.39 + 12.91 = 67.02 kN G FLOOR WALLS W1 W2 W3 W4 W5 W6 W7 37
  • 40. INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460) (ii) LIVE LOAD 1ST FLOOR LIVE LOAD : TRIBUTARY AREA X 1.5 kN/m^2 = (4.23)(4.66)(1.5) = 29.57 kN G FLOOR LIVE LOAD : (4.23)(4.66)(1.5) = 29.57 kN ∑ LL : 29.57 + 29.57 = 59.14 kN ∑ LL X SAFETY FACTOR : (59.14)(1.6) = 94.62 kN ULTIMATE LOAD : 449.51 + 94.62 = 544.13 kN 1ST FLOOR SLAB : 70.96 kN BEAMS : 14.53 kN WALLS : 76.36 kN COLUMN : 3.36 kN G FLOOR SLAB : 70.96 kN BEAMS : 14.53 kN WALLS : 67.02 kN COLUMN : 3.36 kN ∑ DL : 70.96 + 14.53 + 76.36 + 3.36 + 70.96 + 14.53 + 67.02 + 3.36 = 321.08 kN ∑ DL X SAFETY FACTOR : (321.08)(1.4) = 449.51 kN 38
  • 41. INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460) AT C2, (i) DEAD LOAD COLUMN SELF LOAD : WIDTH X LENGTH X HEIGHT X RC DENSITY = (0.2)(0.2)(3.5)(24) = 3.36 kN SLAB DEAD LOAD : TRIBUTARY AREA X 3.6 kN/m^2 = (4.13)(2.87)(3.6)= 42.67 kN NOTE : G FLOOR SLAB LOAD = 1ST FLOOR SLAB LOAD BEAM DEAD LOAD : LENGTH OF BEAM X 1.68kN/m^2 B1 : (1.46)(1.68) = 2.45 kN B2 : (1.41)(1.68) = 2.37 kN B3 : (2.44)(1.68) = 4.10 kN B4 : (1.20)(1.68) = 2.02 kN ∑BL : 2.45 + 2.37 + 4.10 + 2.02 = 10.94 kN NOTE : G FLOOR BEAM LOAD = 1ST FLOOR BEAM LOAD B1 B2 B4 B3 RC DENSITY : 24 kN/m^3 BRICK WALL 150mm THICK : 8.55 kN/m^2 BEAM 200*350mm : 1.68 kN/m^2 STANDARD LIVE LOAD OF RESIDENCE : 1.5 kN/m^2 RC SLAB THICKNESS * UBBL : 3.6 kN/m^2 SAFETY FACTOR FOR DEAD LOAD : 1.4 SAFETY FACTOR FOR LIVE LOAD : 1.6 39
  • 42. INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460) WALL DEAD LOAD : LENGTH OF WALL X 8.55kN/m^2 W1 : (1.23)(8.55) = 10.52 kN W2 : (1.46)(8.55) = 12.48 kN W3 : (0.75)(8.55) = 6.41 kN ∑ WL : 10.52 + 12.48 + 6.41 = 29.41 kN G FLOOR WALLS W2 W3 W1 WALL DEAD LOAD : LENGTH OF WALL X 8.55kN/m^2 W1 : (1.23)(8.55) = 10.52 kN ∑ WL : 10.52 kN 1ST FLOOR WALLS W1 40
  • 43. INDIVIDUAL CALCULATION (COLUMNS) - ERICA CHIN CHING (0320460) (ii) LIVE LOAD 1ST FLOOR LIVE LOAD : TRIBUTARY AREA X 1.5 kN/m^2 = (4.13)(2.87)(1.5) = 17.78 kN G FLOOR LIVE LOAD : (4.13)(2.87)(1.5) = 17.78 kN ∑ LL : 17.78 + 17.78 = 35.56 kN ∑ LL X SAFETY FACTOR : (35.56)(1.6) = 56.90 kN ULTIMATE LOAD : 215.42 + 56.90 = 272.32 kN 1ST FLOOR SLAB : 42.67 kN BEAMS : 10.94 kN WALLS : 10.52 kN COLUMN : 3.36 kN G FLOOR SLAB : 42.67 kN BEAMS : 10.94 kN WALLS : 29.41 kN COLUMN : 3.36 kN ∑ DL : 42.67 + 10.94 + 10.52 + 3.36 + 42.67 + 10.94 + 29.41 + 3.36 = 153.87 kN ∑ DL X SAFETY FACTOR : (153.87)(1.4) = 215.42 kN 41
  • 44. INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395) B2 B4 B1 B3 42
  • 45. INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395) BEAM 1 AT BEAM 1, LOAD DIAGRAM DEAD LOAD SLAB WEIGHT, X1 = 3.6 x (3.5/2) x (⅔) = 4.2 kN/m ∑DL = (4.2 + 1.68 + 8.55) kN/m = 14.43 kN/ DL x SAFETY FACTOR = 14.43 x 1.4 = 20.2 kN/m LIVE LOAD X1 = 1.5kN/sqm x (3.5/2) x (⅔) = 1.75kN/m LL x SAFETY FACTOR = 1.75 x 1.6 = 2.8kN/m UL = 20.2 + 2.8 = 23.0 kN/m 23.0 kN/m 3.5m RA RB 80.5kN 1.75m1.75m RA RB RA = RB = 80.5/2 = 40.25kN 43
  • 46. INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395) BEAM 1 SHEAR FORCE GRAPH AREA OF P = 0.5 x 1.75 x 40.25 = 35.2kNm (MAXIMUM BENDING MOMENT OCCURS AT x = 1.75) 40.25 -40.25 1.75 3.5 1.75 3.5 35.2 BENDING MOMENT GRAPH 44
  • 47. INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395) BEAM 2 AT BEAM 2, DEAD LOAD SLAB WEIGHT, X1 = 3.6 x (3.5/2) = 6.3kN/m X2 = 3.6 x (4.2/2) = 7.56 kN/m ∑DL = X1 + X2 + WALL + BEAM ∑DL = 6.3 + 7.56 + 8.55 + 1.68 = 24.09kN/m DL x SAFETY FACTOR = 24.09 x 1.4 = 33.726kN/m LIVE LOAD X1 = 1.5 x (3.5/2) = 2.625 kN/m X2 = 1.5 x (4.2/2) = 3.15 kN/m ∑LL = 2.625 + 3.15 = 5.775 kN/m LL x SAFETY FACTOR = 5.775 x 1.6 = 9.24 kN/m ULTIMATE LOAD ON BEAM = 9.24 + 33.726 = 42.97 kN/m PL = 42.97 x 5 = 214.83 kN @ 2.5m Ra = RB = 214.83/2 = 107.4 kN 45
  • 48. INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395) BEAM 2 SHEAR FORCE GRAPH 107.4 -107.4 2.5 5.0 2.5 5.0 134.27 42.97 kN/m 5m RA RB 214.83 kN 2.5m2.5m RA RB P Q LOAD DIAGRAM BENDING MOMENT GRAPH AREA OF P = AREA OF Q = 0.5 x 107.4 x 2.5 =134.27 kNm 46
  • 49. INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395) BEAM 3 AT BEAM 3, DEAD LOAD SLAB WEIGHT, X1 = 3.6 x (3.5/2) = 6.3 kN/m X2 = 3.6 x (3.94/2) = 7.092 kN/m ∑DL = X1 + X2 + WALL + BEAM ∑DL = [(6.3 + 7.092 + 1.68) X 5] + (8.55 X 4) = 109.56 kN DL x SAFETY FACTOR = 109.56 x 1.4 = 153.38 kN LIVE LOAD X1 = 1.5 x (3.5/2) = 2.625 kN/m X2 = 1.5 x (3.94/2) = 2.955 kN/m ∑LL =( 2.625 + 2.955) x 5 = 27.9 kN/m LL x SAFETY FACTOR = 27.9 x 1.6 = 44.64 kN ULTIMATE LOAD ON BEAM = 44.64 + 153.38 = 198.02 kN PL = 198.02 kN UNIFORM DISTRIBUTED LOAD = 198.02/5 = 39.6 kN/m Ra = RB = 198.02/2 = 99.01 kN 47
  • 50. INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395) BEAM 3 SHEAR FORCE GRAPH 99.01 -99.01 2.5 5.0 2.5 5.0 123..76 39.6 kN/m 5m RA RB 198.02 kN 2.5m2.5m RA RB P Q LOAD DIAGRAM BENDING MOMENT GRAPH AREA OF P = AREA OF Q = 0.5 x 99.01 x 2.5 =123.76 kNm 48
  • 51. INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395) BEAM 4 AT BEAM 4, DEAD LOAD SLAB WEIGHT, X1 = 3.6 x (3.5/2) x 2/3 = 4.2 kN/m X2 = 3.6 x (3.94/2) x 2/3 = 4.728 kN/m LOAD OF X2 ON BEAM 4 = 4.728 x 0.778 = 3.68 kN X3 = 3.6 x (2.2/2) = 3.96 kN/m ∑DL = (X3 + BEAM) x LENGTH] + (WALL x LENGTH) + X2 + (X1 x LENGTH) ∑DL = ( 3.96 + 1.68) X 4.278) + (8.55 X 1.9) + 3.68 + (4.2 x 3.5) = 58.76 kN DL x SAFETY FACTOR = 58.76 x 1.4 = 82.3 kN LIVE LOAD X1 = 1.5 x (3.5/2) x 2/3 = 1.75 kN/m X2 = 1.5 x (3.94/2) x 2/3 = 1.97 kN/m X3 = 1.5 x (2.2/2) = 1.65 kN/m ∑LL = (1.75 + 1.97 +1.65) = 5.37 kN/m ∑LL = 5.37 x 4.278 = 22.97 kN LL x SAFETY FACTOR = 22.97 x 1.6 = 36.76 kN ULTIMATE LOAD ON BEAM = 82.3 + 36.76 + (PLBEAM 3 /2) = 82.3 + 36.76 + 99.01 = 218.06 kN UNIFORM DISTRIBUTED LOAD = (LL + DL)/ LENGTH = (36.76 + 82.3)/ 4.278 = 119.06/4.278 = 27.83 kN/m Ra = RB = 218.06/2 = 109.03 kN 49
  • 52. INDIVIDUAL CALCULATION (BEAMS) - FRANCIS YEOW SHENG (1101A12395) 109.03 -87.39 3.5 4.278 3.5 4.278 211.15 27.83 kN/m RA RB 0.778m3.5m P Q LOAD DIAGRAM BENDING MOMENT GRAPH AREA OF P = [(11.625+109.03)/2] x 3.5 = 211.15 kNm AREA OF Q = [(87.39 + 109.03)/2] x 0.778 = 76.41 kNm 50 11.625 -109.03 76.41 99.01 kN SHEAR FORCE DIAGRAM
  • 53. INDIVIDUAL CALCULATION (COLUMNS) - FRANCIS YEOW SHENG (1101A12395) COLUMN 1 AT COLUMN 1, 51 GROUND FLOOR COLUMN SELF WEIGHT = 0.2 x 0.2 x 3.5 x 24 kN/sqm = 3.36 kN SLAB DEAD LOAD = TRIBUTARY AREA x 3.6 kN/sqm = [2.5 x (2.1 +1.75)] x 3.6 = 34.65 kN BEAM DEAD LOAD, B1 = 2.1 x 1.68 = 3.528 kN B2 = 1.75 x 1.68 = 2.94 kN B3 = 2.5 x 1.68 = 4.2 kN ∑BDL = 3.528 + 2.94 + 4.2 = 10.67 kN WALL DEAD LOAD, W1 = 8.55 x 1.9 = 16.245 kN W2 = 8.55 x 1.75 = 14.96 kN ∑WDL = 16.245 + 14.96 = 31.205 kN ∑DL x SAFETY FACTOR = (3.36 + 34.65 + 10.67 + 31.205) x 1.4 = 111.839 kN LIVE LOAD = 1.5 x TRIBUTARY AREA = 1.5 x 2.5 x (2.1 + 1.75) = 14.438 kN ∑LL x SAFETY FACTOR = 14.438 x 1.6 = 23.1 kN GROUND FLOOR ULTIMATE LOAD = 23.1 + 111.839 = 134.94 kN
  • 54. INDIVIDUAL CALCULATION (COLUMNS) - FRANCIS YEOW SHENG (1101A12395) COLUMN 1 1ST FLOOR SLAB, BEAM AND COLUMN WEIGHT ARE THE SAME. WALL DEAD LOAD, W1 = 8.55 x 2.1 = 17.96 kN W2 = 8.55 x 1.75 = 14.96 kN W3 = 8.55 x 2.5 = 21.375 kN ∑WDL = 17.96 + 14.96 + 21.375 = 54.295 kN LIVE LOAD IS THE SAME AS GROUND FLOOR. THEREFORE, ∑ DL = 34.65 + 10.67 + 54.295 + 3.36 = 102.975 kN DL x SAFETY FACTOR = 102.975 x 1.4 = 144.165 kN LIVE LOAD = 23.1 kN FIRST FLOOR ULTIMATE LOAD = 144.165 + 23.1 = 167.265 kN ULTIMATE LOAD ON COLUMN 1 = GROUND FLOOR + FIRST FLOOR UL = 134.94 + 167.265 = 302.2 kN 52
  • 55. INDIVIDUAL CALCULATION (COLUMNS) - FRANCIS YEOW SHENG (1101A12395) COLUMN 2 AT COLUMN 2, 53 GROUND FLOOR COLUMN SELF WEIGHT = 0.2 x 0.2 x 3.5 x 24 kN/sqm = 3.36 kN SLAB DEAD LOAD = TRIBUTARY AREA x 3.6 kN/sqm = [2.5 x (1.97 +1.75)] x 3.6 = 33.48 kN BEAM DEAD LOAD, B1 = 1.75 x 1.68 = 2.94 kN B2 = 1.97 x 1.68 = 3.31 kN B3 = 2.5 x 1.68 = 4.2 kN ∑BDL = 3.31 + 2.94 + 4.2 = 10.45 kN WALL DEAD LOAD, W1 = 8.55 x 1.75 = 14.96 kN W2 = 8.55 x 1.97 = 16.84 kN W3 = 8.55 x 2.5= 21.375 kN ∑WDL = 14.96 + 16.84 + 21.375 = 53.18 kN ∑DL x SAFETY FACTOR = (3.36 + 33.48 + 10.45 + 43.18) x 1.4 = 100.47 x 1.4 = 140.66 kN LIVE LOAD = 1.5 x TRIBUTARY AREA = 1.5 x 2.5 x (1.97 + 1.75) = 13.95 kN ∑LL x SAFETY FACTOR = 13.95 x 1.6 = 22.32 kN GROUND FLOOR ULTIMATE LOAD = 140.66 + 22.32 = 162.98 kN
  • 56. INDIVIDUAL CALCULATION (COLUMNS) - FRANCIS YEOW SHENG (1101A12395) COLUMN 2 1ST FLOOR SLAB, BEAM AND COLUMN WEIGHT ARE THE SAME. WALL DEAD LOAD, W1 = 8.55 x 1.75 = 14.96 kN W2 = 8.55 x 1.97 = 16.84 kN W3 = 8.55 x 1.3 = 11.12 kN ∑WDL = 14.96 + 16.84 + 11.12 = 42.92 kN LIVE LOAD IS THE SAME AS GROUND FLOOR. THEREFORE, ∑ DL = 3.36 + 33.48 + 10.45 + 42.92 = 90.21 kN DL x SAFETY FACTOR = 90.21 x 1.4 = 126.294 kN LIVE LOAD = 22.32 kN FIRST FLOOR ULTIMATE LOAD = 126.294 + 22.32 = 148.6 kN ULTIMATE LOAD ON COLUMN 1 = GROUND FLOOR + FIRST FLOOR UL = 162.98 + 148.6 = 311.59 kN 54
  • 57. INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525) B2 B3 B1 B4 55
  • 58. INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525) BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m UBBL LIVE LOAD DENSITY : 1.5kN/m AT B1, (i) DEAD LOAD X1 : [3.6 x 3.9 / 2] x 2/3 = 4.68 kN/m X2 : 3.6 x 3.1 / 2 = 5.58 kN/m 5.58 x 3.9/5.1 = 4.267 kN/m ∑Xn + beam + wall : 4.68 + 4.267 + 1.68 + 8.55 kN/m = 19.177 kN/m UDL : 19.177 x 1.4 = 26.847 kN/m RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m SAFETY FACTOR : UDL = 1.4 , ULL = 1.6 (ii) LIVE LOAD X1 : [1.5 x 3.9 / 2] x 2/3 = 1.95 kN/m X2 : 1.5 x 3.1 / 2 = 2.325 kN/m 2.325 x 3.9/5.1 = 1.777 kN/m ULL : ∑Xn x 1.6 = 5.9632 kN/m ∑UL : UDL + ULL = 26.847 + 5.9632 = 32.81 kN/m X1 X2 56
  • 59. (iii) LOAD DIAGRAM ∑PL : 32.81 kN/m x 3.9 m = 127.95 kN (iv) SHEAR FORCE GRAPH INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525) 32.81 kN/m 3.9 m 127.95 kN 63.975 kN 63.975 kN 1.95m 1.95m 63.975 63.975 AREA OF P = AREA OF Q AREA OF P = 1/2 ( 63.97 x 1.95 ) = 62.37 kN.m 1.95 62.37 (v) BENDING MOMENT GRAPH 57
  • 60. INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525) AT B2, (i) DEAD LOAD X1 : [3.6 x 3.1 / 2] x 2/3 = 3.72 kN/m X2 : [3.6 x 3.1 / 2] x 2/3 = 3.72 kN/m 5.58 x 3.9/5.1 = 4.267 kN/m ∑Xn + beam + wall : 7.44 + 1.68 + 8.55 kN/m = 17.67 kN/m UDL : 17.67 x 1.4 = 24.738 kN/m (ii) LIVE LOAD X1 : [1.5 x 3.1 / 2] x 2/3 = 1.55 kN/m X2 : [1.5 x 3.1 / 2]x 2/3 = 1.55 kN/m ULL : ∑Xn x 1.6 = 3.10 x 1.6 kN/m ∑UL : UDL + ULL = 24.738 + 4.96 = 29.698 kN/m X1 X2 58
  • 61. (iii) LOAD DIAGRAM ∑PL : 29.698 kN/m x 3.1 m = 92.064 kN (iv) SHEAR FORCE GRAPH INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525) 29.698 kN/m 3.1 m 92.064 kN 46.032 kN 46.032 kN 1.55m 1.55m 46.032 46.032 AREA OF P = AREA OF Q AREA OF P = 1/2 ( 46.032 x 1.55 ) = 35.675 kN/m 1.55 35.675 (v) BENDING MOMENT GRAPH 59
  • 62. AT B3, (i) DEAD LOAD X1 : [3.6 x 4.3 / 2] x 2/3 = 5.16 kN/m X2 : 3.6 x 3.1 / 2 = 5.58 kN/m 5.58 x 3.13/ 4.32 = 4.04 kN/m X3 : [3.6 x 3.1 / 2] x 0.8 / 5.1 = 0.875 kN/m ∑Xn + 1.68 = 8.55 = 20.305 kN/m UDL : 20.305 x 1.4 = 28.427 kN/m (ii) LIVE LOAD X1 : [1.5 x 4.3 / 2] x 2/3 = 2.15 kN/m X2 : 1.5 x 3.1 / 2 = 2.325 kN/m 2.325 x 3.13 / 4.32 = 1.68 kN/m X3 : [1.5 x 3.1 / 2] x 0.8 / 5.1 = 0.364 kN/m ULL : ∑Xn x 1.6 = 6.1704 kN/m ∑UL : UDL + ULL = 28.427 + 6.7104 = 35.137 kN/m X1 X2 X3 60 INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525)
  • 63. (iii) LOAD DIAGRAM ∑PL : 29.698 kN/m x 3.1 m = 92.064 kN (iv) SHEAR FORCE GRAPH INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525) 35.137 kN 4.3 m 56.219kN + 46.032 kN = 102.25 kN Ra Rb 0.8m 2.7m 43.032 kN 0.8m 94.87kN ∑M= 0, (Ra)(4.3) - (102.25)(3.5) - (94.87)(1.35) = 0 (Ra) )(4.3)-357.875-128.07 = 0 (Ra) )(4.3)-229.805 = 0 (4.3)Ra) = 229.805 Ra) = 229.805 / 4.3 Ra) = 53.44kN 53.44 - 102.25 - 94.57 - Rb = 0 Rb = -143.38 P Q R 53.44 7.408 143.38 AREA OF R = AREA OF P + AREA OF Q AREA OF R = 1 / 2 (2.15 x 143.38) = 154.133 AREA OF Q = 1 / 2 (1.35 x 7.408 ) = 5.0 kN AREA OF P = R - Q = 154.133-5 = 149.133 kN 154.13 0.8 2.15 (v) BENDING MOMENT GRAPH 61
  • 64. INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525) AT B4, (i) DEAD LOAD X1 : 3.6 x 4.3 / 2 = 7.74 kN/m X2 : 3.6 x 2.8 / 2 = 5.04kN/m ∑Xn + beam + wall : 7.74 + 5.04 + 1.68 + 8.55 = 23.01 kN/m UDL : 23.01 x 1.4 = 32.214 kN/m (ii) LIVE LOAD X1 : 1.5 x 4.3 / 2 = 3.225 kN/m X2 : 1.5 x 2.8 / 2 = 2.1 kN/m ULL : ∑Xn x 1.6 = 8.52 kN/m ∑UL : UDL + ULL = 32.214 + 8.52 = 40.734 kN/m X1 X2 62
  • 65. (iii) LOAD DIAGRAM ∑PL : 40.734 kN/m x 5.5 m = 224.037 kN (iv) SHEAR FORCE GRAPH INDIVIDUAL CALCULATION (BEAMS) - LIEW MIN YEE (0324525) 40.734 kN/m 5.5 m 224.037 kN 112.01 kN 112.01 kN 2.75m 2.75m 112.01 112.01 AREA OF P = AREA OF Q AREA OF P = 1/2 ( 112.01 x 2.75 ) = 308.05 kN/m 2.75 308.05 (v) BENDING MOMENT GRAPH 63
  • 66. INDIVIDUAL CALCULATION (COLUMNS) - LIEW MIN YEE (0324525) 64
  • 67. INDIVIDUAL CALCULATION (COLUMNS) - LIEW MIN YEE (0324525) RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m SAFETY FACTOR : UDL = 1.4 , ULL = 1.6 RC DENSITY = 24kN/m3 (i) LIVE LOAD (2.75 )( 3.5) (1.5) = 14.43kN ∑DL + LL = 89.889 + 14.43 =104.32 kN BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m UBBL LIVE LOAD DENSITY : 1.5kN/m COLUMN 1 (i) DEAD LOAD Wall : 8.55 x 4.5 = 38.475kN Slab :( 2.75 x 3.5) (3.6) = 34.65kN Beam = (2.75 + 3.3) (1.68) = 10.164kN Column = (0.2) (0.2) (3.5) (24.0) = 3.36kN ∑DL = (1.4) (38.475 + 34.65 + 10.164 + 3.36) = 89.889kN 65
  • 68. COLUMN 2 (i) DEAD LOAD Wall : 6.25 x 4.5 = 53.43kN Slab :(3.5)(4.2)(3.6) = 52.92kN Beam = (3.5+1.5) (1.68) = 8.4kN Column = (0.2) (0.2) (3.5) (24.0) = 3.36kN ∑DL = (1.4) (3.24+53.43+52.92+8.4+3.36) = 169.89kN INDIVIDUAL CALCULATION (COLUMNS) - LIEW MIN YEE (0324525) (i) LIVE LOAD (3.5)(4..2) (1.5) = 22.05kN ∑DL + LL = 169.89 + 22.05 = 191.94kN 66
  • 69. INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469) B2 B3 B1 B4 67
  • 70. INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469) BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m UBBL LIVE LOAD DENSITY : 1.5kN/m AT B1, DEAD LOAD X1 : (3.6)(2.6/2) = 4.68 kN/m X2 : (3.6)(2.2/2) = 3.96 kN/m ∑Xn + beam + wall : 4.68 + 3.96 + 1.68 + 8.55 = 18.88 kN/m UDL : (18.88)(1.4) = 26.43 kN/m RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m SAFETY FACTOR : UDL = 1.4 , ULL = 1.6 LIVE LOAD X1 : (1.5)(2.6/2) = 1.95 kN/m X2 : (1.5)(2.2/2) = 1.65 kN/m ∑Xn : 1.96 + 1.65 = 3.61 kN/m ULL : (3.61)(1.6) = 5.78 kN/m ∑UL : UDL + ULL = 26.43 + 5.78 = 32.21 kN/m 68 X1 X2
  • 71. SHEAR FORCE GRAPH BENDING MOMENT GRAPH LOAD DIAGRAM Total Point Load = 32.21 x 5.3 = 170.71 kN Ra = Rb , 170.71 / 2 = 85.36 kN INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469) 85.36 kN 85.36 kN 2.65 m 2.65 m 32.21 kN/m 5.3 m Area P = Area Q Area P = ½ ( 85.36 x 2.65 ) = 113.10 kNm 69 85.36 - 85.36 2.65 131.10 170.71 kN
  • 72. INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469) AT B2, DEAD LOAD X1 : one way slab = 0 X2 : (3.6)(1.7/2) = 3.06 kN/m ∑Xn + beam + wall :3.06 + 1.68 + 8.55 = 13.29 kN/m UDL : (17.25)(1.4) = 18.61 kN/m LIVE LOAD X1 : one way slab = 0 X2 : (1.5)(1.7/2) = 1.28 kN/m ∑Xn : 1.28 kN/m ULL : (1,28)(1.6) = 2.05 kN/m ∑UL : UDL + ULL = 18.61 + 2.05 = 20.66 kN/m 70 X1X2
  • 73. LOAD DIAGRAM Total Point Load = 20.66 x 2.2 = 45.45 kN Ra = Rb , 45.45 / 2 = 22.73 kN SHEAR FORCE GRAPH BENDING MOMENT GRAPH INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469) 22.73 kN 22.73 kN 1.1 m 1.1 m 20.66 kN/m 2.2 m Area P = Area Q Area P = ½ ( 22.73 x 1.1 ) = 12.5 kNm 71 22.73 -22.73 1.1 12.5 P Q 45.45 kN
  • 74. INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469) AT B3, DEAD LOAD X1 : (3.6)(2.2/2) = 3.96 kN/m ∑Xn + beam + wall : 3.96 + 1.68 + 8.55 = 14.19 kN/m UDL : (14.19)(1.4) = 19.87 kN/m LIVE LOAD X1 : (1.5)(2.2/2) = 1.65 kN/m ∑Xn : 1.65 kN/m ULL : (1.65)(1.6) = 2.64 kN/m ∑UL : UDL + ULL = 19.87 + 2.64 = 22.51 kN/m 72 X1
  • 75. LOAD DIAGRAM Total Point Load = 22.51 x 5.1 = 114.8 kN Ra = Rb , 114.8 / 2 = 57.4 kN INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469) 114.8 kN 57.4 kN 57.4 kN 2.55 m 2.55 m 22.51 kN/m 5.1 m SHEAR FORCE GRAPH BENDING MOMENT GRAPH Area P = Area Q Area P = ½ ( 57.4 x 2.55 ) = 73.19 kNm 73 57.4 -57.4 2.55 73.19 P Q
  • 76. INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469) AT B4, DEAD LOAD X1 : one way = 0 X2 : (3.6)(4.6/2) x ⅔ = 5.52 kN/m ∑Xn + beam + wall : 5.52 + 1.68 + 8.55 = 15.75 kN/m UDL : (15.75)(1.4) = 22.05 kN/m LIVE LOAD X1 : one way = 0 X2 : (1.5)(4.6/2) x ⅔ = 2.3 kN/m ∑Xn = 2.3 kN/m ULL : (2.3)(1.6) = 3.68 kN/m ∑UL : UDL + ULL = 22.05 + 3.68 = 25.73 kN/m 74 X1 X2
  • 77. LOAD DIAGRAM INDIVIDUAL CALCULATION (BEAMS) - LOONG BO LIN (0321469) SHEAR FORCE GRAPH 2.2 m ∑PL1 : (14.32)(2.4) = 34.37 kN ∑PL2 : (25.73)(2.2) = 56.61 kN Ra Rb ∑M= 0, (34.37)(1.2) + (57.4)(2.4) + (56.61)(3.5) + (-Rb)(4.6) = 0 (Rb)(4.6)= 377.14 Rb = 81.99 kN Ra = (34.37 + 57.4 + 56.61) - 81.99 = 66.39 kN Area P = ½ (66.39 + 32.02)(2.4) = 118.09 kNm Area Q = ½ (25.38 + 81.99)(2.2) Q = 118.1 kNm BENDING MOMENT GRAPH 57.4kN 25.7314.32 2.4 m 57.4kN 56.61 kN34.37 kN 1.2 m 1.2 m 1.1 m 1.1 m 66.39 32.02 -25.38 -81.99 P Q 2.4 2.2 kN m 118.09 kNm m 75
  • 78. INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469) ROOF PLAN SCALE 1:200 C1 C2 76
  • 79. INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469) 77 C1 C2
  • 80. INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469) 78 C1 C2
  • 81. INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469) 79 AT C1, DEAD LOAD SLAB DEAD LOAD : TRIBUTARY AREA X 1.0 kN/m2 = (2.77)(4.17)(1.0) = 11.55 kN BEAM DEAD LOAD : LENGTH OF BEAM X 1.68kN/m2 B1 : (1.95)(1.68) = 3.28 kN B2 : (2.2)(1.68) = 1.31 kN B3 : (2.77)(1.68) = 4.65 kN ∑BL : 3.28 + 1.31 + 4.65 = 9.24 kN ∑DL : 11.55 + 9.24 = 20.79 kN ROOF LIVE LOAD LIVE LOAD : TRIBUTARY AREA X 0.5 kN/m2 = (2.77)(4.17)(0.5) = 5.78 kN
  • 82. INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469) AT C1, DEAD LOAD COLUMN SELF LOAD : WIDTH X LENGTH X HEIGHT X RC DENSITY = (0.2)(0.2)(3.5)(24) = 3.36 kN SLAB DEAD LOAD : TRIBUTARY AREA X 3.6 kN/m2 = (2.77)(4.17)(3.6) = 41.58 kN BEAM DEAD LOAD : LENGTH OF BEAM X 1.68kN/m2 B1 : (1.95)(1.68) = 3.28 kN B2 : (2.2)(1.68) = 1.31 kN B3 : (2.77)(1.68) = 4.65 kN ∑BL : 3.28 + 1.31 + 4.65 = 9.24 kN 80 1ST FLOOR WALL DEAD LOAD : LENGTH OF WALL X 8.55kN/m2 W1 : (1.95)(8.55) = 16.67 kN W2 : (2.2)(8.55) = 18.81 kN W3 : (2.77)(8.55) = 23.68 kN ∑WL : 16.67 + 18.81 + 23.68 = 59.16 kN LIVE LOAD LIVE LOAD : TRIBUTARY AREA X 1.5 kN/m2 = (2.77)(4.17)(1.5) = 17.33 kN ∑DL : 3.36 + 41.58 + 9.24 + 59.16 = 113.34 kN
  • 83. INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469) 81 AT C1, DEAD LOAD COLUMN SELF LOAD : WIDTH X LENGTH X HEIGHT X RC DENSITY = (0.2)(0.2)(3.5)(24) = 3.36 kN SLAB DEAD LOAD : TRIBUTARY AREA X 3.6 kN/m2 = (2.77)(4.17)(3.6) = 41.58 kN GROUND FLOOR LIVE LOAD LIVE LOAD : TRIBUTARY AREA X 1.5 kN/m2 = (2.77)(4.17)(1.5) = 17.33 kN BEAM DEAD LOAD : LENGTH OF BEAM X 1.68kN/m2 B1 : (1.95)(1.68) = 3.28 kN B2 : (2.2)(1.68) = 1.31 kN B3 : (2.77)(1.68) = 4.65 kN ∑BL : 3.28 + 1.31 + 4.65 = 9.24 kN WALL DEAD LOAD : LENGTH OF WALL X 8.55kN/m2 W1 : (1.95)(8.55) = 16.67 kN W2 : (2.2)(8.55) = 18.81 kN W3 : (2.77)(8.55) = 23.68 kN ∑WL : 16.67 + 18.81 + 23.68 = 59.16 kN ∑DL : 3.36 + 41.58 + 9.24 + 59.16 = 113.34 kN
  • 84. INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469) 82 DEAD LOAD ROOF : 23.21 kN 1ST FLOOR : 113.34 kN GROUND FLOOR: 113.34 kN ∑ DL : 23.21 + 113.34 + 113.34 = 249.99 kN UDL : ∑ DL X SAFETY FACTOR = (249.99)(1.4) = 349.99 kN ∑ UL : UDL + ULL = 349.99 + 64.70 = 414.69 kN LIVE LOAD ROOF : 5.78 kN 1ST FLOOR : 17.33 kN GROUND FLOOR : 17.33 kN ∑ LL : 5.78+ 17.33 + 17.33 = 40.44 kN ULL : ∑ LL X SAFETY FACTOR = (40.44)(1.6) = 64.70 kN
  • 85. INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469) 83 AT C2, DEAD LOAD SLAB DEAD LOAD : TRIBUTARY AREA X 1.0 kN/m2 = (4.34)(4.11)(1.0) = 17.84 kN BEAM DEAD LOAD : LENGTH OF BEAM X 1.68kN/m2 B1 : (2.8)(1.68) = 4.7 kN B2 : (1.95)(1.68) = 3.28 kN B3 : (2.15)(1.68) = 3.61 kN B4 : (1.53)(1.68) = 2.57 kN ∑BL : 4.7 + 3.28 + 3.61 + 2.57 = 16.73 kN ROOF ∑DL : 17.84 + 16.73 = 34.57 kN LIVE LOAD LIVE LOAD : TRIBUTARY AREA X 0.5 kN/m2 = (4.34)(4.11)(0.5) = 8.92 kN
  • 86. INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469) AT C2, DEAD LOAD COLUMN SELF LOAD : WIDTH X LENGTH X HEIGHT X RC DENSITY = (0.2)(0.2)(3.5)(24) = 3.36 kN SLAB DEAD LOAD : TRIBUTARY AREA X 3.6 kN/m2 = (4.34)(4.11)(3.6) = 64.21 kN BEAM DEAD LOAD : LENGTH OF BEAM X 1.68kN/m2 B1 : (2.8)(1.68) = 4.7 kN B2 : (1.95)(1.68) = 3.28 kN B3 : (2.15)(1.68) = 3.61 kN B4 : (1.53)(1.68) = 2.57 kN ∑BL : 4.7 + 3.28 + 3.61 + 2.57 = 16.73 kN 84 1ST FLOOR WALL DEAD LOAD : LENGTH OF WALL X 8.55kN/m2 W1 : (4.06)(8.55) = 34.71 kN W2 : (1.95)(8.55) = 16.67 kN W3 : (2.09)(8.55) = 17.87 kN ∑WL : 34.71 + 16.67 + 17.87 = 69.25 kN LIVE LOAD LIVE LOAD : TRIBUTARY AREA X 1.5 kN/m2 = (4.34)(4.11)(1.5) = 26.76 kN ∑DL : 3.36 + 64.21 + 16.73 + 69.25 = 153.55 kN
  • 87. INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469) 85 AT C2, DEAD LOAD COLUMN SELF LOAD : WIDTH X LENGTH X HEIGHT X RC DENSITY = (0.2)(0.2)(3.5)(24) = 3.36 kN SLAB DEAD LOAD : TRIBUTARY AREA X 3.6 kN/m2 = (4.34)(4.11)(3.6) = 64.21 kN GROUND FLOOR BEAM DEAD LOAD : LENGTH OF BEAM X 1.68kN/m2 B1 : (2.8)(1.68) = 4.7 kN B2 : (1.95)(1.68) = 3.28 kN B3 : (2.15)(1.68) = 3.61 kN B4 : (1.53)(1.68) = 2.57 kN ∑BL : 4.7 + 3.28 + 3.61 + 2.57 = 16.73 kN WALL DEAD LOAD : LENGTH OF WALL X 8.55kN/m2 W1 : (2.8)(8.55) = 23.94 kN W2 : (2.86)(8.55) = 24.45 kN W3 : (0.17)(8.55) = 1.45 kN W4 : (0.95)(8.55) = 8.12 kN W5 : (0.57)(8.55) = 4.87 kN W6 : (2.16)(8.55) = 18.47 kN ∑WL : 23.94 + 24.45 + 1.45 + 8.12 + 4.87 + 18.47 = 81.3 kN ∑DL : 3.36 + 64.21 + 16.73 + 81.3 = 165.6 kN
  • 88. INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469) 86 GROUND FLOOR AT C2, LIVE LOAD LIVE LOAD : TRIBUTARY AREA X 1.5 kN/m2 = (4.34)(4.11)(1.5) = 26.76 kN
  • 89. INDIVIDUAL CALCULATION (COLUMNS) - LOONG BO LIN (0321469) 87 DEAD LOAD ROOF : 34.57 kN 1ST FLOOR : 153.55 kN GROUND FLOOR: 165.6 kN ∑ DL : 34.57 + 153.55 + 165.6 = 353.72 kN UDL : ∑ DL X SAFETY FACTOR = (353.72)(1.4) = 495.21 kN ∑ UL : UDL + ULL = 459.21 + 99.9 = 559.11 kN LIVE LOAD ROOF : 8.92 kN 1ST FLOOR : 26.76 kN GROUND FLOOR : 26.76 kN ∑ LL : 8.92 + 26.76 + 26.76 = 62.44 kN ULL : ∑ LL X SAFETY FACTOR = (62.44)(1.6) = 99.9 kN
  • 90. INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137) B1 B3 B4 B2 88
  • 91. INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137) BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m UBBL LIVE LOAD DENSITY : 1.5kN/m BEAM 1 X1 X2 (i) DEAD LOAD X1 = (3.6) (6/2) (2/3) = 7.2kN/m X1 to B1 = (7.2) (4.8/6) = 5.76 kN/m X2 = (3.6) (3.2/2) = 5.76kN/m UDL = (5.67 + 5.67 + 1.68 + 8.55) (1.4) = 30.45kN/m RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m SAFETY FACTOR : UDL = 1.4 , ULL = 1.6 (ii) LIVE LOAD X1 = (1.5) (6/2) (2/3) = 3kN/m X1 to B1 = (3) (4.8/6) = 2.4kN/m X2 = (1.5) (3.2/2) = 2.4kN/m ULL = (2.4+2.4) (1.6) = 7.68kN/m ∑UL : UDL + ULL = 30.45 + 7.68 = 38.13kN/m 89
  • 92. (iii) LOAD DIAGRAM ∑PL = (38.13) (4.8) = 183.024kN Ra = Rb , 183.024 / 2 = 91.512kN INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137) (iv) SHEAR FORCE GRAPH (v) BENDING MOMENT GRAPH 38.13kN/m 4.8m 183.024kN 91.512kN 91.512 91.512 AREA OF A = AREA OF B AREA OF A = (1/2) (4.8/2) (91.512) = 109.8144kNm 2.4 109.8144 A B 91.512kN 4.8m Ra Rb 90
  • 93. INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137) BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m UBBL LIVE LOAD DENSITY : 1.5kN/m BEAM 2 X1 X2 (i) DEAD LOAD X1 = (3.6) (3.2/2) = 5.76kN/m X1 to B2 = (5.76) (2.9/4.8) = 3.48 kN/m X2 = (3.6) (2.9/2) (2/3) = 3.48kN/m UDL = (3.48 + 3.48 + 1.68 + 8.55) (1.4) = 24.066kN/m RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m SAFETY FACTOR : UDL = 1.4 , ULL = 1.6 (ii) LIVE LOAD X1 = (1.5) (3.2/2) = 2.4kN/m X1 to B1 = (2.4) (2.9/4.8) = 1.45kN/m X2 = (1.5) (2.9/2) (2/3) = 1.45kN/m ULL = (1.45+1.45) (1.6) = 4.64kN/m ∑UL : UDL + ULL = 24.066 + 4.64 = 28.706kN/m 91
  • 94. INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137) (iii) LOAD DIAGRAM ∑PL = (28.706) (2.9) = 83.2474kN Ra = Rb , 83.2474 / 2 = 41.6237kN (iv) SHEAR FORCE GRAPH (v) BENDING MOMENT GRAPH 28.706kN/m 2.9m 41.6237kN 41.6237kN 41.6237 41.6237 AREA OF A = AREA OF B AREA OF A = (1/2) (2.9/2) (41.6237) = 30.177kNm 1.45 30.177 A B 83.2474kN Ra Rb 92
  • 95. BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m UBBL LIVE LOAD DENSITY : 1.5kN/m BEAM 3 X1 X2 (i) DEAD LOAD X1 = (3.6) (3.75/2) (2/3) = 4.5kN/m X1 to B3 = (4.5) (3.2/3.75) = 3.84 kN/m X2 = (3.6) (3.2/2) (2/3) = 3.84kN/m UDL = (3.84 + 3.84 + 1.68 + 8.55) (1.4) = 25.074kN/m INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137) RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m SAFETY FACTOR : UDL = 1.4 , ULL = 1.6 (ii) LIVE LOAD X1 = (1.5) (3.75/2) (2/3) = 1.875kN/m X1 to B1 = (1.875) (3.2/3.75) = 1.6kN/m X2 = (1.5) (3.2/2) (2/3) = 1.6kN/m ULL = (1.6 + 1.6 ) (1.6) = 5.12kN/m ∑UL : UDL + ULL = 25.074 + 5.12 = 30.194kN/m 93
  • 96. INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137) (iii) LOAD DIAGRAM ∑PL = (30.194) (3.2) = 96.6208kN Ra = Rb , 96.6208 / 2 = 48.3104kN (iv) SHEAR FORCE GRAPH (v) BENDING MOMENT GRAPH 30.194kN/m 3.2m 96.6208kN 48.3104kN 48.3104kN 48.3104 48.3104 AREA OF A = AREA OF B AREA OF A = (1/2) (3.2/2) (48.3104) = 38.648kNm 1.6 38.648 A B Ra Rb 94
  • 97. INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137) RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m SAFETY FACTOR : UDL = 1.4 , ULL = 1.6 (ii) LIVE LOAD X1 = (1.5) (3.75/2) = 2.8125kN/m X2 = (1.5) (3.7/2) = 2.775kN/m X3 = (1.5) (3.2/2) = 2.4kN/m X3 to B4 = (2.4) (0.5/3.6) = 0.33kN/m ULL = (2.8125 + 2.775 + 0.33) (1.6) = 9.468kN/m ∑UL : UDL + ULL = 34.202 + 9.468 = 43.674kN/m BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m UBBL LIVE LOAD DENSITY : 1.5kN/m BEAM 4 X1 X2 X3 (i) DEAD LOAD X1 = (3.6) (3.75/2) = 6.75kN/m X2 = (3.6) (3.7/2) = 6.66kN/m X3 = (3.6) (3.2/2) = 5.76kN/m X3 to B4 = (5.76) (0.5/3.6) = 0.8kN/m UDL = (6.75 + 6.66 + 0.8 + 1.68 + 8.55) (1.4) = 34.202kN/m 95
  • 98. ∑M = 0 0 = (Ra) (5.4) - (91.9804) (5.4-0.5) - (192.148) [(5.4-0.5-0.5)/2] Ra (5.4) = 450.7 + 422.7256 Ra = (450.7 + 422.7256) / 5.4 Ra = 161.75kN 0 = 161.75 - 91.9804 - 192.148 - Rb Rb = -122.3784kN INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137) (iii) LOAD DIAGRAM ∑PL1 = (43.67) (0.5+0.5) + 48.3104 = 91.9804kN/m ∑PL2 = (43.67) (5.4-0.5-0.5) = 192.148kN/m 43.67kN/m 5.4m 161.75kN 122.3784kN Ra Rb 48.3104kN/m 5.4mRa Rb 0.5m B3 48.3104kN/m + 91.9804kN/m 0.5m 192.148kN/m 96
  • 99. (v) BENDING MOMENT GRAPH INDIVIDUAL CALCULATION (BEAMS) - TAN JINGWEI (0320137) (iv) SHEAR FORCE GRAPH 161.75 - 48.3104 = 113.4396 AREA OF C = (1/2) (5.4/2) (122.3748) = 165.20598kNm AREA OF B = (1/2) [(5.4/2) -0.5)] (113.4396) = 124.78356kNm AREA OF A + B = AREA OF C AREA OF A = AREA OF C - AREA OF B = 165.20598 - 124.78356 = 40.42242kNm y x 161.75 113.4396 122.3748 0.5 2.7 A B C 0.5 2.7 165.206 y x 97
  • 100. INDIVIDUAL CALCULATION (COLUMNS) - TAN JINGWEI (0320137) 98
  • 101. INDIVIDUAL CALCULATION (COLUMNS) - TAN JINGWEI (0320137) RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m SAFETY FACTOR : UDL = 1.4 , ULL = 1.6 RC DENSITY = 24kN/m3 (i) LIVE LOAD (1.6) (2.95) (4.0) (1.5) = 28.32kN ∑DL + LL = 97.8789 + 28.32 = 126.1989kN BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m UBBL LIVE LOAD DENSITY : 1.5kN/m COLUMN 1 (i) DEAD LOAD Wall = (1.45) (8.55) = 12.3975kN Slab = (2.95) (4.0) (3.6) = 42.48kN Beam = (1.5 + 1.45 + 1.6 + 2.4) (1.68) = 11.676kN Column = (0.2) (0.2) (3.5) (24.0) = 3.36kN ∑DL = (1.4) (12.3975 + 42.48 + 11.676 + 3.36) = 97.8789kN 99
  • 102. INDIVIDUAL CALCULATION (COLUMNS) - TAN JINGWEI (0320137) RC SLAB THICKNESS * UBBL : (0.15)(24) = 3.6 kN/m SAFETY FACTOR : UDL = 1.4 , ULL = 1.6 RC DENSITY = 24kN/m3 (i) LIVE LOAD (1.6) (2.35) (4.0) (1.5) = 22.56kN ∑DL + LL = 85.8543 + 22.56 = 108.4143kN BEAM SELF WEIGHT : (0.20)(0.35)(24) = 1.68 kN/m WALL SELF WEIGHT (BRICK) : (0.15)(3.0)(19) = 8.55 kN/m UBBL LIVE LOAD DENSITY : 1.5kN/m COLUMN 2 (i) DEAD LOAD Wall = (1.45 + 0.9) (8.55) = 20.0925kN Slab = (2.34) (4.0) (2.95) (3.6) = 33.84kN Beam = (2.4) (1.68) = 4.032kN Column = (0.2) (0.2) (3.5) (24.0) = 3.36kN ∑DL = (1.4) (20.0925 + 33.84 + 4.032 + 3.24) = 85.8543kN 100
  • 117. APPENDIX (LIEW MIN YEE) 118