Proyek Besar Komputer Komputasi

8/13/2019 Proyek Besar Komputer Komputasi

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2.Building parameter


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3.Floor to floor height : lowest floor, typical floor,top floor,live load reduction factor


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4.Load cases and load combinations parameters


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5. Storey data


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6. Material and spring properties data


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7. Section properties data


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8. Design properties data


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9. Element data set


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10.Floor slab data


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10. Titiktitk perpotongan sumbu


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11. Beam element data lantai 1 dan lantai 2


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12. Beam element data lantai 3


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13. Support JEPIT


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14.Couloum element data lantai 1 dan 2


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15. Couloum element data lantai 3


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16. Floor slab region lantai 1 dan 2


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17.Floor slab region dialog lantai 3


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18. Frame load data ( member load table) lantai 1 dan 2


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19. Storey data ( total weight)


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20. Basic data ( earthquake equivalent load generator)


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21. Earthquake code ( earthquake equivalent loadgenerator )


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22. Lateral load data ( earthquake equivalent loadgenerator )

23.Menu analysis


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24.TAMPILAN DIAGRAM SETIAP MOMENT

Kombinasi 1 lantai 1



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25.Design modul FINISH

26.Tampilan design result lantai 1


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29.Tampilan Foundation design


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30. HASIL FOUNDATION DESIGN

*************************************************************************1. SUPPORT NO. 1, Node= 4, Location: x= 0.00000, y= 1400.00000

phi,m = 0.80 phi,v = 0.60

fc1 = 291.0 kg/cm2 fy = 3900.0 kg/cm2fyv = 2400.0 kg/cm2 fys = 2400.0 kg/cm2s,ratio = 3.00 s1,ratio = 1.50col,bx = 100.00 cm col,bz = 80.00 cmsloof db=1.60 cm, dbv=1.00 cm, dbs=1.20 cmpilecap db=1.60 cm, dbv=1.00 cm, dbs=1.20 cmfoot db=1.60 cm, pile embeded=7.5 cm

Unfactored forces: all(f1*f2), static, temporary (f1*f2), temporary (f1*f2=1)Maximum Axial, Pu = 161638.1, 144815.2, 161638.1, 161638.1 kgMinimum Axial, Pu = 64265.5, 81088.4, 64265.5, 64265.5 kg.cmMoment, X-Dir, Mux = 2272793.0, 544905.5, 2272793.0, 2272793.0 kg.cmMoment, Y-Dir, Muy = 1520591.6, 983200.2, 1520591.6, 1520591.6 kg.cmHoriz Force, Vux = 11745.5, 3563.6, 11745.5, 11745.5 kgHoriz Force, Vuy = 10047.5, 7567.5, 10047.5, 10047.5 kg

Factored forces: all(f1*f2), static, temporary (f1*f2), temporary (f1*f2=1)Maximum Axial, Pu = 195665.1, 195665.1, 179657.8, 179657.8 kgMinimum Axial, Pu = 64265.5, 81088.4, 64265.5, 64265.5 kg.cmMoment, X-Dir, Mux = 2348923.9, 719586.9, 2348923.9, 2348923.9 kg.cmMoment, Y-Dir, Muy = 1691320.6, 1231662.3, 1691320.6, 1691320.6 kg.cmHoriz Force, Vux = 12216.8, 4759.0, 12216.8, 12216.8 kgHoriz Force, Vuy = 11366.7, 9469.5, 11366.7, 11366.7 kg

PILE FOUNDATION DESIGN:

1. Pilecap Thickness:

a. Given Pilecap Thickness, Tp = 20.00 cm

b. From Punching of Single Pile:Factored Punching Force, 1 pile, Pu = 37500.00 kgAllowable Punching Stress, vc = 18.09 kg/cm2, fc1 = 291.00 kg/cm2Perimeter Length of Punching Area, Kp1 = 131.47 cmTpmin from Punch Shear of One Pile = 40.00 cm

c. From Punching of Column:Punching Of Column Status = Not Exist (d > 1.1*(2dp-bc))Factored Punching Force, Column, Pu = 195665.06 kgAllowable Punching Stress, vc = 18.09 kg/cm2Perimeter Length of Punching Area, Kp2 = 465.09 cmTpmin from Punch Shear of Column = -20.00 cm

d. Minimum Thickness required by user, Tpmin = 50.00 cm

e. Selected Pilecap Thickness, Tp = 50.00 cmAllowable Punching Stress, vc = 18.09 kg/cm2Shear Stress, Punching of Pile, vc = 13.90 kg/cm2 -> OKShear Stress, Punching of Column, vc = 20.50 kg/cm2 Not Exist (d > 1.1*(2dp-bc))

2. Pile Number Calculation:

a. First Trial (pilecap weight = 0, + for compression)

Unfactored Max Force, Static Load Pu1 = 144.82 ton, Pcap1 = 25.00ton, np1=6

Unfactored Max Force, Temp. Load, F=f1*f2, Pu1 = 161.64 ton, Pcap1 = 62.50ton, np1=3

Unfactored Max Force, Temp. Load, F=1.0, Pu1 = 161.64 ton, Pcap1 = 32.50ton, np1=5

Pilecap Weight Wpcap = 0.00 ton

Weight of One Pile, Wp = 0.00 tonGross Capacity of One Pile, P1 = 25.00 tonNett Capacity of One Pile, P1 = 25.00 ton


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Concrete Slab Design Status, Y-Direction = OK

Optimum Foundation Selected, Index = 1

PILE FOUNDATION DESIGN:

1. Pilecap Thickness:

a. Given Pilecap Thickness, Tp = 50.00 cm

b. From Punching of Single Pile:Factored Punching Force, 1 pile, Pu = 37500.00 kgAllowable Punching Stress, vc = 18.09 kg/cm2, fc1 = 291.00 kg/cm2Perimeter Length of Punching Area, Kp1 = 131.47 cmTpmin from Punch Shear of One Pile = 40.00 cm

c. From Punching of Column:Punching Of Column Status = Not Exist (d > 1.1*(2dp-bc))Factored Punching Force, Column, Pu = 195665.06 kgAllowable Punching Stress, vc = 18.09 kg/cm2Perimeter Length of Punching Area, Kp2 = 496.80 cm

Tpmin from Punch Shear of Column = -20.00 cm

d. Minimum Thickness required by user, Tpmin = 50.00 cm

e. Selected Pilecap Thickness, Tp = 50.00 cmAllowable Punching Stress, vc = 18.09 kg/cm2Shear Stress, Punching of Pile, vc = 13.90 kg/cm2 -> OKShear Stress, Punching of Column, vc = 19.19 kg/cm2 Not Exist (d > 1.1*(2dp-bc))

2. Pile Number Calculation:

a. First Trial (pilecap weight = 0, + for compression)




Pilecap Weight Wpcap = 0.00 tonWeight of One Pile, Wp = 0.00 tonGross Capacity of One Pile, P1 = 25.00 tonNett Capacity of One Pile, P1 = 25.00 tonNumber of Pile needed for Compression Force, Np1 = 6 pilesTotal Compression Capacity (f1*f2=1.0), Pn = 150.00 ton -> NOT OKTotal Compression Capacity (Use f1*f2), Pn = 150.00 ton -> NOT OK

Unfactored Min Force, (Tension=negative), Pumin = 64.27 tonPilecap Weight Wpcap = 0.00 tonUnfactored Tension reduced by Pilecap Wgt, Tu = 64.27 ton (compression)No Tension Force Occured -> OK

Unfactored Max Force, Static Load Vu1 = 7.57 ton, Pcap1 = 5.00

ton, np1=2Unfactored Max Force, Temp. Load, F=f1*f2, Vu1 = 11.75 ton, Pcap1 = 12.50

ton, np1=1Unfactored Max Force, Temp. Load, F=1.0, Vu1 = 11.75 ton, Pcap1 = 6.50

ton, np1=2Unfactored Lateral Force, Vu = 0.00 tonLateral Capacity of One Pile, P3 = 5.00 tonNumber of Pile needed for Lateral Force, Np3 = 2 pilesTotal Lateral Capacity (f1*f2 = 1.0), Vn = 10.00 ton -> NOT OKTotal Lateral Capacity (f1*f2 > 0), Vn = 10.00 ton -> NOT OK

Number of Piles needed, Np = 6 piles

b. Second Trial (with Pilecap Weight)




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Pilecap Weight Wpcap = 4.42 tonUnfactored Force + Pilecap Weight, Pu1 = 144.82 tonWeight of One Pile, Wp = 0.00 tonGross Capacity of One Pile, P1 = 25.00 tonNett Capacity of One Pile, P1 = 25.00 tonNumber of Pile needed for Compression Force, Np1 = 6 piles

Total Compression Capacity (f1*f2=1.0), Pn = 150.00 ton -> NOT OKTotal Compression Capacity (Use f1*f2), Pn = 150.00 ton -> NOT OK

Unfactored Min Force, (Tension=negative), Pumin = 64.27 tonPilecap Weight Wpcap = 4.42 tonUnfactored Tension reduced by Pilecap Wgt, Tu = 68.69 ton (compression)No Tension Force Occured -> OKNumber of Pile needed, Np = 6 pilesCompres: P1 = (Nmax+Wpcap)/np = 28045.61 kg, dPMx = 8117.12 kg, dPMy =

7240.91 kgTension: P1 = (Nmin+Wpcap)/np = 11816.84 kg, dPMx = 8117.12 kg, dPMy =

7240.91 kgPcomp= 37500.00 Ptens= 7500.00, P1max = 43403.64, P1min = -

3541.19Compres: P1 = (Nmax+Wpcap)/np = 24513.06 kg, dPMx = 5411.41 kg, dPMy =

3620.46 kg

Tension: P1 = (Nmin+Wpcap)/np = 10602.68 kg, dPMx = 5411.41 kg, dPMy =3620.46 kgPcomp= 37500.00 Ptens= 7500.00, P1max = 33544.93, P1min =

1570.81

c. Third Trial (with Group Efficiency and Bending Moment)

Number of Pile needed, Np = 7 pilesGroup Efficiency Method = Simple FormulaGroup Efficiency, e = 0.796Unfactored Max Force, (+ -> compression), Pumax = 161.64 tonUnfactored Min Force, (Tension=negative), Pumin = 64.27 tonPilecap Weight Wpcap = 9.95 tonUnfactored Max Force + Pilecap Weight, Pu1 = 144.82 tonUnfactored Min Force + Pilecap Weight, Pu2 = 74.22 tonWeight of One Pile, Wp = 0.00 ton

Gross Compression Capacity of One Pile, P1 = 25.00 tonNett Compression Capacity of One Pile, P1 = 25.00 tonTension Capacity of One Pile, P2 = 5.00 tonTension Capacity of One Pile + Pile weight, P22 = 5.00 tonMaximum Compression on Pile, P1max = 33.54 ton -> NOT OKMinimum Compression on Pile, P1min = 1.57 ton -> OKConcrete Slab Design Status, X-Direction = OKConcrete Slab Design Status, Y-Direction = OK

TIE BEAM DESIGN:

Tie Beam / Sloof Width, B = 50.00 cmTie Beam / Sloof Width, H = 100.00 cmFactored Maximum Column Axial Load, Pu = 195665.06 ton10% of Factored Axial Load, Tu = 19566.51 tonRequired Rebar for Tension, Ast = 6.27 cm2

Nett Uplift Height, Hw = 2.00 mTie Beam / Sloof Length, L = 8.00 mTie Beam / Sloof Tributary Width, W = 8.00 mDistributed Load on Tie Beam, qL = 16000.00 kg/mDistributed Weight on Tie Beam, qsw = 1200.00 kg/mBending Moment, Mql = 9472000.00 kg.cmShear Force, Vql = 59200.00 kgReq. Rebar for Bending Moment, Bottom = 22.12 cm2Req. Rebar for Bending Moment, Top = 36.19 cm2

Longitudinal Rebar, at Support = 13 d16 / 20 d16Longitudinal Rebar, at Midspan = 20 d16 / 13 d16Shear Reinforcement Spacing at Support = d16 - 10.79


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31.Volume and cost

SANS For Windows V.4.79 - Utility ProgramBuilding Volume and Cost CalculationVersion 1.2, 3 Feb 2003

Version 1.3, 18 May 2006(C) Nathan Madutujuh, ESRC

Project : BANGUNAN SEKOLAH BARUFile : E:\SANSPRO UJIAN\SEKOLAHBARU.MDLDate : 18\07\2013Licensee : Civil Engineering Student (DOF < 300)

UNIT COSTUnit cost of Concrete = 400000.0 / m3Unit cost of Steel Rebar = 5000.0 / kgUnit cost of Slab Formwork = 75000.0 / m2Unit cost of Beam Formwork = 100000.0 / m2Unit cost of Column Formwork = 60000.0 / m2

Unit cost of Wall Formwork = 75000.0 / m2Unit cost of Steel Profile = 60000.0 / kg


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Unit cost of Steel Angle = 10000.0 / kg

Percentage of Steel for Slab = 1.50Percentage of Steel for Beam = 3.50Percentage of Steel for Column = 3.50Percentage of Steel for Shearwall = 2.00

NOTES:

- For Beam-Column System:- Beam, Column, Slab Concrete Volume is included- Beam Concrete Volume is reduced by slab thickness- Beam formwork area is calculated from bottom and vertical edges only

- For Flat Slab/Plate:- Beam Concrete Volume is excluded- Beam Formwork Cost is excluded- Beam Rebar Cost is included- Slab Rebar Area and Cost must be reduced by beam area- Beam area is total beam formwork area- Beam formwork area is calculated from bottom edge only

- Volume Accuracy for Concrete 2% and Steel Rebar 5-10%- Ratio = W/V = Weight of Rebar / Volume of Concrete (kg/m3)

DETAIL CALCULATION FOR EACH FLOOR

Slab Cost for floor #0--------------------------------------------------------------------------------

---------------------------------No. Thick (Eqv) Cost,Rp Volume,m3 Weight,ton Formwork,m2

Rebar,kg Precast,m2 Ratio--------------------------------------------------------------------------------

-----------------------------------------------------------------------------------------------------------------

---------------------------------SUM 0.0 0.000 0.000 0.000

0.000 0.000 0.00--------------------------------------------------------------------------------

---------------------------------

Column Cost for floor #0--------------------------------------------------------------------------------

------------Elset Cost,Rp Volume,m3 Weight,ton Formwork,m2

Rebar,kg Ratio--------------------------------------------------------------------------------

--------------------------------------------------------------------------------------------

------------

SUM 0.0 0.000 0.000 0.0000.000 0.00

--------------------------------------------------------------------------------------------

Shearwall Cost for floor #0--------------------------------------------------------------------------------


Rebar,kg Ratio--------------------------------------------------------------------------------

--------------------------------------------------------------------------------------------

------------

SUM 0.0 0.000 0.000 0.0000.000 0.00


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--------------------------------------------------------------------------------------------

Beam Cost for floor #0--------------------------------------------------------------------------------


Rebar,kg Ratio--------------------------------------------------------------------------------

--------------------------------------------------------------------------------------------

------------SUM 0.0 0.000 0.000 0.000

0.000 0.00--------------------------------------------------------------------------------

------------




---------------------------------2 12.0 34,857,000.0 21.600 -176.400 180.000

2543.400 0.000 117.75 Tp_12--------------------------------------------------------------------------------

---------------------------------SUM 34,857,000.0 21.600 -176.400 180.000

2543.400 0.000 117.75--------------------------------------------------------------------------------

---------------------------------


------------

Elset Cost,Rp Volume,m3 Weight,ton Formwork,m2Rebar,kg Ratio

--------------------------------------------------------------------------------------------

1 156,960,000.0 76.800 192.000 345.60021100.800 274.75 Kolom_80/100

--------------------------------------------------------------------------------------------

SUM 156,960,000.0 76.800 192.000 345.60021100.800 274.75

--------------------------------------------------------------------------------------------



Rebar,kg Ratio--------------------------------------------------------------------------------

--------------------------------------------------------------------------------------------

------------SUM 0.0 0.000 0.000 0.000

0.000 0.00--------------------------------------------------------------------------------

------------


------------Elset Cost,Rp Volume,m3 Weight,ton Formwork,m2Rebar,kg Ratio


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--------------------------------------------------------------------------------------------

3 307,777,496.0 143.827 359.568 526.64039516.523 274.75 Balok_90/100

4 13,533,900.0 6.480 16.200 20.4001780.380 274.75 Balok_100/120

--------------------------------------------------------------------------------

------------SUM 321,311,396.0 150.307 375.768 547.040

41296.903 274.75--------------------------------------------------------------------------------

------------




---------------------------------2 12.0 34,857,000.0 21.600 -176.400 180.000

2543.400 0.000 117.75 Tp_12--------------------------------------------------------------------------------

---------------------------------SUM 34,857,000.0 21.600 -176.400 180.000

2543.400 0.000 117.75--------------------------------------------------------------------------------

---------------------------------



Rebar,kg Ratio--------------------------------------------------------------------------------

------------

1 156,960,000.0 76.800 192.000 345.60021100.800 274.75 Kolom_80/100

--------------------------------------------------------------------------------------------

SUM 156,960,000.0 76.800 192.000 345.60021100.800 274.75

--------------------------------------------------------------------------------------------



Rebar,kg Ratio--------------------------------------------------------------------------------

--------------------------------------------------------------------------------------------

------------SUM 0.0 0.000 0.000 0.000

0.000 0.00--------------------------------------------------------------------------------

------------



Rebar,kg Ratio--------------------------------------------------------------------------------

------------3 307,777,496.0 143.827 359.568 526.64039516.523 274.75 Balok_90/100


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4 13,533,900.0 6.480 16.200 20.4001780.380 274.75 Balok_100/120

--------------------------------------------------------------------------------------------

SUM 321,311,396.0 150.307 375.768 547.04041296.903 274.75

--------------------------------------------------------------------------------

------------




---------------------------------1 10.0 65,724,750.0 37.800 -189.000 378.000

4450.950 0.000 117.75 Tp_10--------------------------------------------------------------------------------

---------------------------------SUM 65,724,750.0 37.800 -189.000 378.000

4450.950 0.000 117.75--------------------------------------------------------------------------------

---------------------------------



Rebar,kg Ratio--------------------------------------------------------------------------------

------------2 106,639,200.0 51.840 129.600 244.800

14243.040 274.75 Kolom_80/90--------------------------------------------------------------------------------

------------

SUM 106,639,200.0 51.840 129.600 244.80014243.040 274.75

--------------------------------------------------------------------------------------------



Rebar,kg Ratio--------------------------------------------------------------------------------

--------------------------------------------------------------------------------------------

------------SUM 0.0 0.000 0.000 0.000

0.000 0.00--------------------------------------------------------------------------------

------------



Rebar,kg Ratio--------------------------------------------------------------------------------

------------4 420,650,550.0 201.960 504.900 624.240

55488.510 274.75 Balok_100/120--------------------------------------------------------------------------------

------------SUM 420,650,550.0 201.960 504.900 624.24055488.510 274.75


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--------------------------------------------------------------------------------------------

OVERALL BUILDING COST

Cost of Concrete Slab

-----------------------------------------------------------------------------------------------------------------

No. Thick (Eqv) Cost,Rp Volume,m3 Weight,ton Formwork,m2Rebar,kg Precast,m2 Ratio

-----------------------------------------------------------------------------------------------------------------

1 10.0 65,724,750.0 37.800 -189.000 378.0004450.950 0.000 117.75 Tp_10

2 12.0 69,714,000.0 43.200 -352.800 360.0005086.800 0.000 117.75 Tp_12

-----------------------------------------------------------------------------------------------------------------

SUM 135,438,750.0 81.000 -541.800 738.0009537.750 0.000 117.75

-----------------------------------------------------------------------------------------------------------------

Cost of Concrete Column--------------------------------------------------------------------------------


Rebar,kg Ratio--------------------------------------------------------------------------------

------------1 313,920,000.0 153.600 384.000 691.200

42201.600 274.75 Kolom_80/1002 106,639,200.0 51.840 129.600 244.800

14243.040 274.75 Kolom_80/90--------------------------------------------------------------------------------

------------SUM 420,559,200.0 205.440 513.600 936.000

56444.640 274.75--------------------------------------------------------------------------------

------------

Cost of Concrete Beam--------------------------------------------------------------------------------


Rebar,kg Ratio--------------------------------------------------------------------------------

------------3 615,554,992.0 287.654 719.136 1053.280

79033.046 274.75 Balok_90/100

4 447,718,350.0 214.920 537.300 665.04059049.270 274.75 Balok_100/120

--------------------------------------------------------------------------------------------

SUM 1,063,273,342.0 502.574 1256.436 1718.320138082.316 274.75

--------------------------------------------------------------------------------------------

Cost of Concrete Shearwall--------------------------------------------------------------------------------


Rebar,kg Ratio

--------------------------------------------------------------------------------------------


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--------------------------------------------------------------------------------------------

SUM 0.0 0.000 0.000 0.0000.000 0.00

--------------------------------------------------------------------------------------------

Volume and Cost per Floor--------------------------------------------------------------------------------

-------------------------------Floor Cost,Rp Volume,m3 Weight,ton Formwork,m2


-------------------------------0 SLAB 0.0 0.000 0.000 0.000

0.000 0.000 0.00COL 0.0 0.000 0.000 0.000

0.000 0.00BEAM 0.0 0.000 0.000 0.000

0.000 0.00SHRWAL 0.0 0.000 0.000 0.000

0.000 0.00TOTAL 0.0 0.000 0.000 0.000

0.000 0.00--------------------------------------------------------------------------------

-------------------------------1 SLAB 34,857,000.0 21.600 -176.400 180.000

2543.400 0.000 117.75COL 156,960,000.0 76.800 192.000 345.600

21100.800 274.75BEAM 321,311,396.0 150.307 375.768 547.040

41296.903 274.75SHRWAL 0.0 0.000 0.000 0.000

0.000 0.00TOTAL 513,128,396.0 248.707 391.368 1072.640

64941.103 261.11

---------------------------------------------------------------------------------------------------------------

2 SLAB 34,857,000.0 21.600 -176.400 180.0002543.400 0.000 117.75

COL 156,960,000.0 76.800 192.000 345.60021100.800 274.75

BEAM 321,311,396.0 150.307 375.768 547.04041296.903 274.75

SHRWAL 0.0 0.000 0.000 0.0000.000 0.00

TOTAL 513,128,396.0 248.707 391.368 1072.64064941.103 261.11

---------------------------------------------------------------------------------------------------------------

3 SLAB 65,724,750.0 37.800 -189.000 378.000

4450.950 0.000 117.75COL 106,639,200.0 51.840 129.600 244.800

14243.040 274.75BEAM 420,650,550.0 201.960 504.900 624.240

55488.510 274.75SHRWAL 0.0 0.000 0.000 0.000

0.000 0.00TOTAL 593,014,500.0 291.600 445.500 1247.040

74182.500 254.40--------------------------------------------------------------------------------

-------------------------------SUM 1,619,271,292.0 789.014 1228.236 3392.320

204064.706 0.000 258.63--------------------------------------------------------------------------------

-------------------------------


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SUMMARY:

Total Building Cost = 1,619,271,292.0Total Floor Area = 738.0 m2Total Col/Wall Area = 55.7 m2 = 7.54 PctTotal CIP Slab Area = 738.0 m2Total HCS Slab Area = 0.0 m2

Total Concrete Volume = 789.0 m3Total Shearwall Volume = 0.0 m3Total Rebar Weight = 204064.7 kgTotal Formwork Area = 3392.3 m2

Average Concrete Volume = 1.0691 m3 / m2Average Rebar Weight = 276.51 kg / m2Average Rebar Density = 258.63 kg / m3Average Overall Cost = 2,194,134.5 / m2

Total Building Cost = 1,619,271,292.0Fixed Cost 8pct = 129,541,703.4SubTotal = 1,748,812,995.4V.A.T. 10pct = 174,881,299.5Contractor Fee 7pct = 122,416,909.7Total Price = 2,046,111,204.6


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PROYEK BESAR KOMPUTER KOMPUTASI

BANGUNAN SEKOLAH BARU

NAMA : JHON STANDI SIPAYUNG

NIM : 1005131012

KELAS : TPJJ -6 A


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POLITEKNIK NEGERI MEDAN

TA.2013/2014

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