IDBC-TS-NCCAL-C05001 Rev 1_Calculation for CPF Main Control Facility (PB-05)

Banyu Urip Project

Calculation forCPF Main Control Facility (PB-05)

IDBC-TS-NCCAL-C05001

1 6-Aug-12 Re-Issued for Design ARD LQ INM

0 1-May-12 Issued for Design ARD LQ INM

B 16-Mar-12 Issued for Approval ARD LQ INM

A 14-Feb-12 Issued for Internal Review AW LQ INM

REV DATE DESCRIPTION Prepared by

Checked by

Approved by

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REVISION MODIFICATION LOG

PAGEREVISION

DESCRIPTIONA B 0 1

123456789

101112 X13 X14 X15 X16 X17 X18 X

ATT - AATT - B X Enlarge electrical room due to electrical design requirementATT - C XATT - D XATT - E XATT - F XATT - G XATT - H XATT - I X

ATT - J X

BANYU URIP PROJECT

Calculation for CPF Main Control Facility (PB-05)

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TABLE OF CONTENTS

1.0 GENERAL ……………………………………………………………………………………………………… 41.1 Scope ……………………………………………..………………………………………………………… 41.2 Codes, Standards, and References …………………………………………………………… 41.3 Unit ………………………………………………………………………………………………………… 41.4 Quality of Material ………………………………………………………………………………….. 41.5 Unit Weight of Material ………………………………………………………………………… 51.6 Pile Foundation Capacity ……………………………………………………………………… 51.7 Abbreviation………………………………………………………………..…………………………… 5

2.0 DESIGN CRITERIA ………...………….………………...……………………………………………… 8 3.0 DESIGN LOADING ………...…………………………...……………………………………………… 8

3.1 DEAD LOAD …………………………………………………………………………………………… 81. Self Weight ……………………………………………………………………………………… 82. Super Imposed Dead Load ………………………………………………………………… 8

3.2 LIVE LOAD ……………………………………………………………………………………………… 83.3 ROOF LIVE LOAD ……………………………………………………………………………………… 83.4 BLAST LOAD ………………………………………………………………………………………… 83.4 WIND LOAD …………………………………………………………………………………………… 83.4 EARTHQUAKE LOAD ………………………………………………………………………………… 9

4.0 LOAD COMBINATION ……………………………………………………………………………………… 104.1 FACTORED LOAD COMBINATION …………………………………………………………… 104.2 UNFACTORED LOAD COMBINATION …………………………………………………………… 10

5.0 CALCULATION DESIGN ………………………………………………………………………………… 115.1 PLAN …………………………………………………………………………………………………………115.2 PILE ARRANGEMENT ……………………………………………………………………………… 115.3 LOADING DATA ……………………………………………………………………………………… 11

1. Dead Load ……………………………………………………………..……………………… 112. Live Load ……………………………………………………………………………………… 113. Roof Live Load ……………………………………………………………………………… 114. Blast Load ……………………………………………………………………………………… 11

6.0 PILING DESIGN ……………………………………………………………………...…………………… 126.1 AXIAL CAPACITY CHECK ………………………………………………………………………… 126.2 LATERAL CAPACITY CHECK …………………………………………………………………… 136.3 PILE INTERACTION DIAGRAM CHECK ……………………………………………… 14

7.0 CONCRETE REINFORCEMENT DESIGN ……………………………………………………… 16 8.0 SETTLEMENT CALCULATION …………………………………………………………………… 16 9.0 CONCLUSION ……………………………………………………………………………………………… 17

9.1 SUMMARY OF PILE CALCULATION ………………………………………………………… 179.2 SUMMARY OF CONCRETE CALCULATION ……………………………………………… 179.3 SUMMARY OF SETTLEMENT CALCULATION ……………………………………… 18

ATTACHMENTA. SOIL PROPERTIESB. CPF MAIN CONTROL FACILITY LAYOUT, PLAN & SECTIONC. UNIFORM LOADD. CPF MAIN CONTROL FACILITY MODELLING

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E. CONCRETE DESIGNF. REACTION TO PILECAPG. FOUNDATION PLAN AND PILING LAYOUT DRAWINGH. PLATE TABLEI. STAAD INPUTJ. MATERIAL TAKE-OFF CALCULATION

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1.0 GENERAL

1.1 Scope

1.2 Codes, Standards, and References1.

2.

3. Banyu Urip Project, IDBU-ED-SSPDS-000011 Rev D "Safeguard & Security Requirement".4.

5.

6. Banyu Urip Project, IDBC-TS-NCCAL-C00006, "Calculation for Wind Pressure".7. Banyu Urip Project, IDBC-TS-NCCAL-C00007, "Calculation for Seismic Base Shear". 8. Banyu Urip Project, IDBC-TS-GCCAL-C00001, "Calculation for Single Pile Capacity".9. ACI 318-02, " Building Code Requirements for Structural Concrete and Commentary ".

10. ASCE 7-05, " Minimum Design Loads for Buildings and Other Structures "11. UBC 1997 Volume 2.12. Bares, "Tables for the Analysis of Plates, Slabs and Diaphragms", Bauverlag 1969.13. Bowles, J. E., " Foundation Analysis and Design: 4th edition", McGraw-Hill,Inc.14. Tomlinson, M. J., " Pile Design and Construction Practices: 4th edition", E&FN Spon 199415. D.J. Forbes, "Design of Blast-Resistant Buildings in Petroleum and Chemical Plants"16. ASCE 1997, "Design of Blast Resistance Building in Petrochemical Facilities"

1.3 UnitAll Units are in SI Unit, unless noted otherwise.

1.4 Quality of MaterialTable 1.4 Quality Material

Material Strength UnitStructural Concrete fc' = 35 MPaLevelling Concrete fc' = 10.3 MPaReinforcing Bar :ASTM A 615 Grade 60 or JIS G3112 SD390 (BJTD 40) fy = 390 MPaASTM A 307 Grade C fy = 240 MPa

ft all = 137.3 MPafv all = 68.6 MPa

Structural Steel, JIS G3101 Grade SS400 fy = 235 MPafu = 400 MPa

HS Bolt, ASTM A 325 fy = 400 MPafu = 600 MPa

BANYU URIP PROJECT


This document presents calculation design of CPF Main Control Facility PB-05 for Banyu Urip Project EPC1 Production Processing Facilities.

Banyu Urip Project, IDBC-ED-CBDES-C00024 Rev B "Design Criteria for Control Building (PB-05)".

Banyu Urip Project, IDBU-ED-NSPDS-000103 Rev E "Specification for Design Loads for Structures".

Banyu Urip Project, IDBU-TS-GRSIT-000001, Soilens PT, "Soil Investigation for Banyu Urip Project - Final Report", 2011.

Banyu Urip Project,IDBU-ED-GRSIT-000004, Golder Associates Pty Ltd, "Geophysical & Geotechnical Factual Investigation Final Report", 2002.

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Concrete Spun Pile, JIS A5335 Class A Mcr min D300 24.53 kNmMcr min D400 53.96 kNm

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1.5 Unit Weight of MaterialTable 1.5 Unit Weight of Material

Material Unit Weight (kN/m^3)23.5 21.6 77.0 16.5 10.6 10.0 17.7

1.6 Pile Foundation Capacity Pile material : PC Spun PilePile diameter : 400 mmPile length : 12 m

Refer to nearest Borehole BH-CPF-01, pile capacity is given below: (Ref. 8 Att. B)

Table 1.6 Single Pile Net Capacity

ConditionQcomp Qtens Qlat( kN ) ( kN ) ( kN )

Allowable Capacity :Permanent 295.53 196.31 61.00Temporary, increase 33% 393.05 261.09 75.00

1.7 AbbreviationA : effective concrete tension area divided by number of barAb : area of single bolt or single reinforcementAc : area of concrete to resist shear forceAf : projected area to wind pressureAr : area of imaginary raftAs : area of tension reinforcementBCD : bolt circle diameterBCDi : bolt circle diameter number iB raft : width of raft foundationB.O.PL : bottom of base plateb : width of concrete considered to resist moment and/or shear forceCa : seismic coefficientCd : drag coefficientCf : wind force coefficientCv : seismic coefficientc.o.w : center of applied wind pressured : footing effective thicknessd' : concrete coverdb : bolt diameter or rebar diameter

Reinforced Concrete (gc)Lean Concrete (gpc)Steel (gs)Soil (gso)Operating Liquid (gL(o))Water (gL)Sand Gravel (gg)

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D : dead load : footing diameter: pile diameter

E : earthquake load

DF

DP

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Es : young modulus of soilF : minimum bolt pitchfc' : compressive strength of concreteFh : lateral reaction of pile or boltfs : reinforcement calculated stress at service loadft : allowable steel tension stressfv : allowable steel shear stressFv : axial reaction of pile or bolt, (+) compression, (-) tensionfy : steel yield stressG : gust effect factorh : equipment height above ground level

: footing height: ground height

Hn : total height of structureI : importance factor ID : inside diameterIp : influence factorIw : front wall impulseKd : wind directionaly factorKz : velocity pressure exposure coefficientKzt : topographic factorLe : minimum bolt embedment

: pile lengthLs : spanLw : length of pressure waveM : moment force from load combination

: earthquake moment for equipment in empty condition: earthquake moment for equipment in operating condition

Mu : ultimate moment force: wind moment

n : number of pilenb : number of boltPCDi : pile circle diameter number in PCDi : number of pile in pile circle diameter number iP : axial force from load combination

HF

HG

LP

ME(E)

ME(O)

MW

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Pa : equivalent peak pressurePso : peak side-on pressurePr : peak reflected pressurePs : stagnation pressureQ : equipment loadQ(E) : equipment empty loadQ(O) : equipment operating loadQ(T) : equipment testing loadQcomp : pile compression capacityQlat : pile lateral capacityQtens : pile tension capacityq : load per unit areaqz : wind pressureqo : peak dynamic wind pressureR : ductility factorRm : structure blast resistances : rebar spacingS : minimum distance from center of bolt to concrete edgeS : clearing distance for blast not in line with wallTc : blast reflected overpressure clearing timeTd : blast durationTe : blast effective durationTn : fundamental period of structureTall : allowable tension force applied to bolt or rebarTb : tension force applied to bolt or rebarU : shock front velocityV : lateral force from load combinationVc : shear resistance provide by concreteVs : base shear

: base shear due to weigth of equipment in empty condition: base shear due to weigth of equipment in operating condition

Vu : ultimate shear forcew : crack widthW : wind loadWt : weight of equipment and/or structure

: equipment center of gravity in empty condition: equipment center of gravity in operating condition

b : height factor: factor defined in ref. 9 sect. 10.2.7.3

d : settlement or deflection: immediate settlement: concrete unit weight

ρ : ratio of nonprestressed tension reinforcement: reinforcement ratio producing balanced condition: maximum ratio of nonprestressed tension reinforcement

Vs(E)

Vs(O)

yE

yO

b1

digc

ρbρ max

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: minimum ratio of nonprestressed tension reinforcement: required ratio of nonprestressed tension reinforcement

μ : poisson ratio: deformation limit

τ : ratio of blast effective duration to fundamental period of structure

ρ minρr

μd

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2.0 DESIGN CRITERIA-

- Stability due to overturning moment is checked based on the axial and horizontal capacity of pile.- Factored loading combination is subsequently used for reinforced concrete design.

3.0 DESIGN LOADINGThe following loads and forces are considered in the design of control room building:3.1 Dead Load (D)

3.1.1 Self Weight (SW)Selfweight of structure including, but not limited to, footing and pedestal.

3.1.2 Super Imposed Dead Load (SIDL)Including but not limited to partition and floor finishing.

3.2 Live Load (L)

3.3 Roof Live Load (Lr)

3.4 Blast Load (Wb)

3.5 Wind Load (W)

Velocity pressure qz, for buildings, shelters and trussed towersKd = 0.85Kz = 0.98qz = N/m2 (Ref. 6)

= 721.869 *Kd*Kz= 601.32 N/m2

Unfactored loading combination is used for checking the axial and horizontal capacity of pile foundation.

Live load is any load not permanently fixed to the structures, e.g. loading caused by personnel, furniture, tools, or traffic.

Roof live load is any load not permanently fixed to the structures, e.g. loading caused by personnel or tools on roof plan. Roof live load shall accommodate rain load.

There is safe havens area located on Main Control Facility Building (PB-05). As per specification for Safeguard & Security Requirement Doc. No. IDBU-ED-SSPDS-000011 Rev.D, Design for Safe Havens Structure shall be capable of resisting a vehicle impact or hand grenade induced overpressure without collapse.

In this case, safe havens structure design will be considered to resist hand grenade loading pressure and will be designed as blast resisting building. Hand grenade loading pressure will be equivalent with 1 ton of TNT.

Blast load shall be applied on one side of wall and on roof for most critical condition. Blast load need not to be combined with wind and earthquake load.

Based on reference 6, 'Banyu Urip Project, IDBC-TS-NCCAL-C00006, "Calculation for Wind Pressure"', wind load has been calculated as below :

0.613 Kz Kzt Kd V2 I

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Total of front wall and rear wall wind load is 0.84 (Att. C)kN/m2

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Area projected to wind load :South North (WX) = 56.8 x 5.9

= 335.12Estimated wind load = 335 x 0.84

= 282.12 kNEast West (WZ) = 18.5 x 5.9

= 109.15Estimated wind load = 109 x 0.84

= 91.89 kN

3.6 Earthquake Load (E)T : Fundamental Period = (Ref. 7 eq. 30-8)

= 0.28 s

Hn1 : Total Height of = 5.90 m (Att. C) Building at safe havens area

Hn2 : = 8.30 m (Att. C)

Hn3 : = 5.90 m (Att. C)

Wt : Weight of equipment and/or structure

Vs =Vs = 0.139 (Att. C Section C.3)

m2

m2

0.0731 (Hn)3/4

Total Height of Electrical Room Area

Total Height of others room

Based on reference 7, 'Banyu Urip Project, IDBC-TS-NCCAL-C00007, "Calculation for Seismic Base Shear"', earthquake load has been calculated as below :

Cs x ΣWt

x ΣWt

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4.0 LOAD COMBINATION

4.1 Factored Load Combination

LC1-1 1.4DLC1-2 1.2D + 1.6L + 0.5LrLC1-3 1.2D + 1.6Lr + 1.0LLC1-4 a/b/c/dLC1-5 a/b/c/dLC1-6 a/b/c/dLC1-7 a/b/c/dLC1-8 a/b/c/d LC1-9 a/b/c/dLC1-10 a/b/c/dLC1-11 a/bLC1-12 a/b

4.2 Unfactored Load Combination

LC2-1 D + L + Lr 1.00LC2-2 a/b/c/d 1.33LC2-3 a/b/c/d 1.33LC2-4 a/b/c/d 1.33LC2-5 a/b 1.33LC2-6 a/b 1.33

The following factored load combination is used to design concrete reinforcement by Load and Resistance Factored Design method:

1.2D + 1.6Lr + 0.8(+WX or +WZ) 1.2D + 1.6(+WX or +WZ) + 1.0L + 0.5Lr1.2D + 1.0L + 1.4EX + 0.42EZ1.2D + 1.0L + 0.42EX + 1.4EZ0.9D + 1.6(+WX or +WZ)0.9D + 1.4EX + 0.42EZ0.9D + 0.42EX + 1.4EZ1.2D + 0.5L + 0.5Lr + WbX1.2D + 0.5L + 0.5Lr + WbZ

The following unfactored load combination is used to check piling stability, design bolt capacity by Allowable Stress Design

D + L + Lr + (+WX or +WZ)D + L + Lr + EX + 0.3EZD + L + Lr + 0.3EX + EZD + L + Lr + WbXD + L + Lr + WbZ

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5.0 CALCULATION DESIGN

5.1 Plan Attachment B show architectural & structural drawing for CPF Main Control Facility (PB-05).

5.2 Pile Arrangement

5.3 Loading Data5.3.1 Dead Load (D)

5.3.1.1 Self Weight (SW)All dead load caused by selfweight will be calculated directly in member or piledesign calculation.5.3.1.2 Super Imposed Dead Load (SIDL)

On Roof- Roof Levelling Concrete = 0.50- M/E Ducting = 0.20- Ceiling = 0.15- Insulation Board = 0.15On Floor- Ground Finishing = 0.60- Rised Floor = 0.30 (Vendor specification)

Partition include all architechtural wall supported by slab except wall directly supported by beam.

5.3.2 Live Load (L)Electrical Room = 7.00Control Rack & Central Control Room = 7.00Others Room = 3.00

5.3.3 Roof Live Load (Lr)On roof = 1.00

5.3.4 Blast Load (Wb) See Attachment C section C.2 for detail

Pilecap arrangement is shown on attachment F as support of each column, number of pile for each pile cap will be calculated from total axial and horizontal load from column reaction. Attachment F show pile arrangement.

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

kN/m2

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6.0 PILING DESIGN6.1 Axial Capacity Check

Table 6.1 Axial Capacity Check

Axis

A-1 2 0.55 Total pile shall be used = 137 nosA-2 2 0.86A-3 2 0.81A-4 1 0.79B-1 2 0.99B-2 2 0.71B-3 3 0.99B-4 2 0.61C-1 3 0.76C-2 2 0.80C-3 2 0.98C-3A 2 0.67C-4 2 0.89C1-3 2 0.66C1-3A 2 0.77C1-4 3 0.79C1-5 3 0.85D-1 2 0.86D-2 3 0.98D1-3 2 0.75D1-3A 2 0.88D1-4 2 0.89D1-5 2 0.89E-1 1 0.98E-2 1 0.63F-1 1 0.87F-2 2 0.86F1-3 2 0.57F1-3A 2 0.84F1-4 2 0.86F1-5 2 0.92G-1 2 0.57G-2 2 0.93G1-3 2 0.54G1-3A 2 0.82G1-4 3 0.89

Axial capacity checking for all load combination refer to Attachment F Section F.2. The number of pile and ratio of maximum axial force to allowable compression capacity has been summarized in table below.

n pile used

Load to Capacity Ratio for Single Pile

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G1-5 3 0.96H-1 2 0.63H-2 2 0.93H1-3 2 0.53H1-3A 2 0.70

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Axis

H1-4 2 0.60I-1 2 0.61I-2 3 0.74I1-3 2 0.47I1-3A 2 0.68I1-4 2 0.99J-1 2 0.57J-2 2 0.47J-3 2 0.87J-4 1 0.97K-1 2 0.57K-2 3 0.74K-3 2 0.86K-4 2 0.60L-1 2 0.59L-2 2 0.45L-3 2 0.99L-4 2 0.57M-1 2 0.74M-2 2 0.57M-3 3 0.81M-4 2 0.65N-1 1 0.68N-2 2 0.68N-3 2 0.60N-4 1 0.80

6.2 Lateral Capacity Check

Number of pile that was considered to resist lateral load due to blast load refer to Att. F Section F.3

Table 6.2 Lateral Capacity Check

LoadValue

Fh (kN)Qlat Fh

Remark(kN) (kN) Qlat

EX 1659.01 137.00 12.11 75.00 0.16 Seismic X dirWX 282.12 137.00 2.06 75.00 0.03 Wind X dir

WbX 3737.77 50.00 74.76 75.00 1.00 Blast X dir

EZ 1659.01 137.00 12.11 75.00 0.16 Seismic Z dirWZ 91.89 137.00 0.67 75.00 0.01 Wind Z dir

WbZ 1241.33 17.00 73.02 75.00 0.97 Blast Z dir

n pile used

Load to Capacity Ratio for Single Pile

Pile lateral capacity shall be checked due to earthquake, wind and blast load. Following table show summary of lateral load and number of pile resisting the lateral load.

Number of Pile (nos)

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6.3 Pile Interaction Diagram Check (Load and Resistance Factor Design)

Table 6.3 Pile Interaction Diagram Check

AxisP max Mu Mcap.(ton) (ton.m) (ton.m)

A-1 21.76 5.24 12.67 0.41A-2 27.96 5.24 12.25 0.43A-3 28.03 5.24 12.25 0.43A-4 27.50 5.24 12.29 0.43B-1 31.74 5.24 12.00 0.44B-2 22.15 5.24 12.64 0.41B-3 30.35 5.24 12.10 0.43B-4 18.55 5.24 12.88 0.41C-1 23.76 5.24 12.53 0.42C-2 24.30 5.24 12.50 0.42C-3 35.84 5.24 11.73 0.45C-3A 26.84 5.24 12.33 0.43C-4 35.65 5.24 11.74 0.45C1-3 21.67 5.24 12.67 0.41C1-3A 29.96 5.24 12.12 0.43C1-4 31.81 5.24 12.00 0.44C1-5 33.93 5.24 11.86 0.44D-1 28.12 5.24 12.24 0.43D-2 30.39 5.24 12.09 0.43D1-3 26.91 5.24 12.33 0.43D1-3A 34.44 5.24 11.82 0.44D1-4 35.83 5.24 11.73 0.45D1-5 35.48 5.24 11.75 0.45E-1 32.69 5.24 11.94 0.44E-2 19.33 5.24 12.83 0.41F-1 27.70 5.24 12.27 0.43F-2 26.40 5.24 12.36 0.42F1-3 21.36 5.24 12.70 0.41F1-3A 33.48 5.24 11.89 0.44F1-4 34.29 5.24 11.83 0.44F1-5 36.93 5.24 11.66 0.45G-1 16.50 5.24 13.02 0.40G-2 28.39 5.24 12.23 0.43G1-3 18.38 5.24 12.89 0.41G1-3A 33.01 5.24 11.92 0.44G1-4 35.50 5.24 11.75 0.45

The pile capacity should be checked with material capacity of pile itself using interaction diagram of pile as per manufacturer's data (Wika Beton). Moment force on pile is calculated with Bending Moment vs Lateral Load diagram based on Soilens Soil Investigation Report (Ref.4 Plate 10.3).

Mu / Mcap.

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G1-5 38.39 5.24 11.56 0.45H-1 18.45 5.24 12.89 0.41

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Pilecap P max Mu Mcap.(ton) (ton.m) (ton.m)

H-2 31.89 5.24 11.99 0.44H1-3 18.75 5.24 12.87 0.41H1-3A 26.97 5.24 12.32 0.43H1-4 22.85 5.24 12.60 0.42I-1 17.20 5.24 12.97 0.40I-2 21.66 5.24 12.68 0.41I1-3 14.98 5.24 13.12 0.40I1-3A 27.39 5.24 12.29 0.43I1-4 39.84 5.24 11.46 0.46J-1 16.20 5.24 13.04 0.40J-2 12.94 5.24 13.26 0.40J-3 26.49 5.24 12.35 0.42J-4 30.74 5.24 12.07 0.43K-1 16.68 5.24 13.01 0.40K-2 21.27 5.24 12.70 0.41K-3 26.00 5.24 12.39 0.42K-4 17.96 5.24 12.92 0.41L-1 17.09 5.24 12.98 0.40L-2 13.06 5.24 13.25 0.40L-3 30.46 5.24 12.09 0.43L-4 17.26 5.24 12.97 0.40M-1 23.19 5.24 12.57 0.42M-2 16.62 5.24 13.01 0.40M-3 23.82 5.24 12.53 0.42M-4 19.51 5.24 12.82 0.41N-1 23.77 5.24 12.53 0.42N-2 21.36 5.24 12.70 0.41N-3 17.48 5.24 12.95 0.40

Mu / Mcap.

If Strength Ratio < 1, pile is capable to resist combination forces between axial load and moment due to lateral forces.

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7.0 CONCRETE REINFORCEMENT DESIGN

8.0 SETTLEMENT CALCULATION

P max = 292.07 kNB raft = 4.40 mArea of Imaginary raft (Ar) = 15.21 m2Load per unit area, p = V/Ar = 19.21 kPaPoisson ratio, µ = 0.33 (Ref 4 Plate 14.3)Young Modulus, E = 9045 kPa (Ref 4 Plate 14.3)Influence Factor, Ip = 0.88 (Ref. 13)

Elastic Settlement, = 0.007 m

Check Settlement = 7.33 mm < 25 mm …OK

All concrete member design including slab, beam, column, wall and pilecap are presented on attachment E.

The settlement of pile group with average depth of 12 m was analyzed using elastic half-space theory proposed by Timoshenko and Goodier (1951) and Poulos and Davis (1980) as shown below.

Imaginary raft at the depth of 2/3 the length of pile was assumed with load spreading of 4v : 1h. The settlement were estimated below.

2/3 D

D

B Raft

4

1

2

1

IpE

Bpi

21..

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9.0 CONCLUSION9.1 Summary of Pile Calculation

The following table summarizes the calculation result of piling foundation in governing cases

Table 9.1 Summary of Pile Calculation

DescriptionMaximum

Load RemarksForces Capacity

Combined for pile:Fv Max ( KN ) 390.81 393.05 LC2-5 b Temporary LoadLateral ( KN ) 74.76 75.00 Wbx Temporary LoadMoment ( KN.m ) 51.41 115.06 Temporary Load

-

- Number of pile used = 137 Piles, Diameter 400 mm, Length 12 m

9.2 Summary of Concrete CalculationTable 9.2.1 Slab Dimension, Number of Reinforcements and Reinforcement Size

Roof Slab; Thickness = 150mm Ground Slab; Thickness = 150mmX Direction Y Direction X Direction Y Direction

Top D10 - 150 D10 - 150 D13 - 150 D13 - 150Bottom D10 - 150 D10 - 150 D13 - 150 D13 - 150

Table 9.2.2.1 Beam Dimension, Number of Reinforcements and Reinforcement SizeB1 B2 B3

End Mid End Mid End MidDimension 300 x 500 300 x 550 300 x 500Top 4D19 2D19 6D19 3D19 5D19 3D19Middle 2D10 2D10 2D13 2D13 2D13 2D13Bottom 2D19 4D19 3D19 3D19 3D19 3D19Stirup D10 - 150 D10 - 200 D10 - 150 D10 - 200 D10 - 150 D10 - 200

Table 9.2.2.2 Beam Dimension, Number of Reinforcements and Reinforcement SizeB4 B5 B6

End Mid End Mid End MidDimension 300 x 500 250 x 400 250 x 400Top 3D19 2D19 4D19 2D19 4D16 2D16Middle 2D10 2D10 - - 2D10 2D10Bottom 2D19 2D19 2D19 3D19 2D16 2D16Stirup D10 - 150 D10 - 150 D10 - 150 D10 - 200 D10 - 100 D10 - 150

Table 9.2.2.3 Beam Dimension, Number of Reinforcements and Reinforcement SizeB7 B8

End Mid End Mid

Based on the given condition in the structural analysis, the piling and concrete design of Main Control Facility (PB-05) Foundation considered adequate in meeting the design criteria.

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Dimension 300 x 800 300 x 800Top 6D19 3D19 5D19 3D19Middle 6D10 6D10 6D10 6D10Bottom 3D19 6D19 3D19 5D19Stirup D10 - 150 D10 - 200 D10 - 150 D10 - 200

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Table 9.2.3.1 Tie Beam Dimension, Number of Reinforcements and Reinforcement SizeTB1 TB2 TB3

End Mid End Mid End MidDimension 300 x 500 300 x 500 300 x 500Top 4D22 2D22 4D22 2D22 6D22 3D22Middle - - - - 2D13 2D13Bottom 2D22 2D22 2D22 4D22 3D22 5D22Stirup D13 - 150 D13 - 200 D13 - 150 D13 - 200 D13 - 150 D13 - 200


End Mid End Mid End MidDimension 300 x 550 300 x 500 250 x 400Top 5D22 2D22 3D19 2D19 3D16 2D16Middle 2D10 2D10 2D13 2D13 - -Bottom 2D22 3D22 2D19 3D19 2D16 3D16Stirup D13 - 150 D13 - 200 D13 - 150 D13 - 200 D13 - 150 D13 - 200


End Mid End Mid End MidDimension 250 x 400 400 x 600 400 x 600Top 3D22 2D22 6D22 3D22 4D22 4D22Middle - - 2D13 2D13 2D13 2D13Bottom 2D22 3D22 6D22 3D22 4D22 4D22Stirup D13 - 150 D13 - 200 D13 - 150 D13 - 200 D13 - 150 D13 - 200

Table 9.2.4 Column Dimension, Number of Reinforcements and Reinforcement SizeC1 C2 C3 C4

Dimension 500 x 500 500 x 500 400 x 400 300 x 300Rebar 20D22 16D22 12D22 8D19Ties (End) D13 - 100 D13 - 100 D13 - 150 D10 - 100Ties (Mid) D13 - 200 D13 - 200 D13 - 200 D10 - 150

9.3 Summary of Settlement CalculationMaximum settlement of the structure is 7.33 mm

ATTACHMENT ASOIL PROPERTIES

Attachment A - of 2

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ATTACHMENT A - SOIL PROPERTIES

A.1 CENTRAL PROCESSING FACILITY (CPF) BOREHOLE LOCATION

Fig. A.1 Borehole location (BH-CPF 01) enclosed to CPF Main Contol Facility

A.2 AXIAL PILE CAPACITY

Table A.2 Axial Pile Capacity at BH-CPF-01Information Datas Allowable Pile Capacity Design

Borehole Diameter

Permanent Condition Temporary Condition

(-) m (mm) (m) (m) (kN) (kN) (kN) (kN)BH-CPF-01 12 300 +37.00 + 25.00 192.93 129.57 256.59 172.33

12 400 +37.00 + 25.00 295.53 196.31 393.05 261.09

18 300 +37.00 + 19.00 250.14 178.69 332.69 237.66

BANYU URIP PROJECT


Borehole location for Central Processing Facility (CPF) Main Control Facility has shown on boundary of figure A.1.

Allowable axial pile capacity was calculated by SOILENS and reviewed by Tripatra-Samsung and have summarized in table A.2

Axial pile capacity for foundation should be taken from nearest borehole around foundation. And if any or more than one borehole near the foundation, taken the smallest pile capacity for design.

Pile Length

Plant Elevation

Toe Elevation

Comp. Pile

Capacity

Tension Pile

Capacity

Comp. Pile

Capacity

Tension Pile

Capacity

Attachment A - of 2

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18 400 +37.00 + 19.00 383.04 274.13 509.44 364.59

24 300 +37.00 + 13.00 362.36 231.00 481.93 307.23

24 400 +37.00 + 13.00 559.55 386.00 744.21 513.38

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A.3. ALLOWABLE LATERAL PILE CAPACITY

Table A.3 Allowable Lateral Pile Capacity on CPFPermanent Temporary

PC Pile Dia 400 PC Pile Dia 400 Fixed Free Fixed Free

61.00 52.50 75.00 78.00 M 55.00 45.00 73.15 73.15

y (mm) 2.30 6.00 3.50 10.00

where:= allowable lateral pile capacity

M = Allowable bending moment of piley = deflection of pile Note: lateral capacity applies for minimum of 10 meter depth of pile.

Allowable lateral pile capacity was calculated using the worst data on CPF by SOILENS and reviewed by Tripatra-Samsung and have been summarized in table below.

Load Condition

H all (kN)

Hall

ATTACHMENT BCPF MAIN CONTROL FACILITY

LAYOUT, PLAN & SECTION

Attachment B - of 4

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ATTACHMENT B - CPF MAIN CONTROL FACILITY LAYOUT, PLAN & SECTION

B.1 CPF Main Control Facility (PB-05) Layout, Plan and Section

BANYU URIP PROJECT


A A

B

1

Attachment B - of 4

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Fig B.1 CPF Main Control Facility (PB-05) Layout

B

Attachment B - of 4

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Fig B.2 CPF Main Control Facility Section A - A

Attachment B - of 4

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1

Attachment B - of 4

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Fig B.3 CPF Main Control Facility Section B - B

Attachment B - of 4

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B.2 CPF Main Control Facility (PB-05) Column and Wall Position

Attachment B - of 4

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Fig B.4 CPF Main Control Facility (PB-05) Column and Wall Position

ATTACHMENT CUNIFORM LOAD

Attachment C - of 11

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ATTACHMENT C - UNIFORM LOAD

C.1 Wind Load

(Ref. 10 fig. 6-5)

(Ref. 10 fig. 6-10)

BANYU URIP PROJECT


Fig C.1 Internal pressure coefficient, GCpi

Fig C.2 External pressure coefficient, GCpf

Fig C.3 Building surface for transerve direction wind load in GCpf application


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Fig C.3 Building surface for transerve direction wind load in GCpf application


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Fig C.4 Building surface for longitudinal direction wind load in GCpf application

Fig C.5 Wind load direction

54300

830018500

WX

5900

WZ

Wind Direction

Front Wall

Roof

Rear Wall

Side Wall


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Fig C.6 Surface classification


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For conservative purpose, roof height of structure is take as the highest elevation of roof.h = mean roof height

= 5.9 mL = 56800 mmB = 18500 mma = min of 10% of least horizontal dimension or 0.4h

= but shall not be less than 4% of least horizontal dimension or 900mm= 1850 mm

qh = 601.32

Front Wall (+) compression wind load, (-) suction wind loadSurface GCpf GCpi GCpf - GCpi Wind Load

1 0.4 -0.18 0.58 0.351E 0.61 -0.18 0.79 0.48

Roof (+) compression wind load, (-) suction wind loadSurface GCpf GCpi GCpf - GCpi Wind Load

2 -0.69 0.18 -0.87 -0.523 -0.37 0.18 -0.55 -0.33

2E -1.07 0.18 -1.25 -0.753E -0.53 0.18 -0.71 -0.43

Side Wall (+) compression wind load, (-) suction wind loadSurface GCpf GCpi GCpf - GCpi Wind Load

5 -0.45 0.18 -0.63 -0.386 -0.45 0.18 -0.63 -0.38

Rear Wall (+) compression wind load, (-) suction wind loadSurface GCpf GCpi GCpf - GCpi Wind Load

4 -0.29 0.18 -0.47 -0.284E -0.43 0.18 -0.61 -0.37

N/m2

Both GCpf and GCpi value are taken to give the largest value of wind load + and - value of wind load mean compression and suction wind load respectively.

kN/m2

kN/m2

kN/m2

kN/m2


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C.2 Blast Load

(Ref. 16 Eq. 6.11)

a.

- Flexural capacity controlling 3.00- Shear capacity controlling with shear carried by concrete and stirrup 3.00

b.

- Compression controlling (axial load exceed 0.1 fc' Ag) 1.30- Flexural capacity controlling (axial load does not exceed 0.1 fc' Ag) 3.00- Shear capacity controlling 1.30

c. For axial compressive load 1.30

TNT equivalent Blast Load

Table C.2.1 Design Blast Loading for Explosion Equivalent to 1 ton of TNT (Ref. 15)Structural Component Pa (psi) Td (milisecond)Wall 25.00 20.00Roof

Slab 10.00 20.00Beam 10.00 20.00

Structure FrameLateral Load 25.00 20.00Vertical Load depends on span< 10 ft span 10.00 20.00 20 ft 5.50 35.00 40 ft 4.00 50.00> 60 ft 3.00 70.00

For both condition, TNT equivalent and Vapor Cloud Explosion (VCE) blast load, ASCE 97 "Design of Blast-Resistant Building in Petrochemical Facilities" give following empirical formula to relate between peak pressure (Pa or Pr) and effective duration (Td or Te) with equivalentstatic load of blast load (Rm).

ACI349-01 gives the permissible ductility ratio for concrete structure that induced by impulsive and impactive effects with fc' at 28 days shall not be less then 20.7 Mpa shall be:

For beam, wall and slab subjected to out-of-plane impulsive loads but carrying no axial compressive load:

For beam, wall and slab subjected to out-of-plane impulsive loads and carrying axial compressive load:

In determining number of pile needed for control room building, the most conservative load shall be applied but in designing or checking structure member capacity, the most fit condition and load shall be applied.

)7.0(2

)12(12

d

dd

oPRm


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Example of blast load static equivalent load calculation :Structure member :Wall

= 1.30

Pa = 25.00 psiTd = 20.00 msTn = 276.73 ms = Td/Tn

= 20/276.73= 0.07

a = 2μd - 1= 2 x 1.3 - 1= 1.60

Rm = Pa√α + α.τπ.τ 2μd (τ + 0.7)

= 25√1.6 + 1.6 x 0.07

3.14 x 0.07 2 x 1.3(0.07 + 0.70)= 4.44 psi= 30.65 kPa

Table C.2.2 Summary of Static Load due to Blast Loading for Explosion Equivalent to 1 ton of TNTStructural Component Pa (psi) Td (milisecond) Rm (kPa)Wall md = 3.00 25 20 17.38

md = 1.30 25 20 30.65Roof

Slab md = 3.00 10 20 6.95md = 1.30 10 20 12.26

Beam md = 3.00 10 20 6.95md = 1.30 10 20 12.26

Structure FrameLateral Load

md = 3.00 25 20 17.38md = 1.30 25 20 30.65

Vertical Load for 27.1 m (88.89 ft) spanmd = 3.00 4 50 6.71md = 1.30 4 50 11.72

d (to calculate maximum total lateral load due to blast load)


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VCE Blast load

B = 9.00 m= 29.52 ft

L = 27.10 m= 88.89 ft

Hn = 4.50 m= 14.76 ft

Front Wall :- High PressurePso = 10.00 psiTd = 20.00 msU = (Ref. 16 eq. 3.5)

= 1130 (1 + 0.058 x 10)^0.5= 1420.39 ft/s

Lw = U x Td (Ref. 16 eq. 3.6)= 1420 x 20/1000= 28.41 ft

qo = (Ref. 16 eq. 3.4)= 0.022 x 10^2= 2.20 psi

Pr = (2 + 0.05 Pso) Pso (Ref. 16 eq. 3.2 & 3.3)= (2 + 0.05 x 10) x 10= 25.00 psi

S = min of H or B/2= 14.76 ft

Tc = 3S/U < Td (Ref. 16 eq. 3.8)= 20.00 ms

Cd = 1.00Ps = Pso + Cd qo (Ref. 16 eq. 3.7)

= 10 + 1 x 2.2= 12.20 psi

Iw = 0.5 (Pr - Ps) Tc + 0.5 Ps Td (Ref. 16 eq. 3.9)= 0.5 x (25 - 12.2) x 20/1000 + 0.5 x 12.2 x 20/1000= 0.25 psi.s

Te = 2 Iw / Pr (Ref. 16 eq. 3.10)2 x 0.25/25 x 1000

= 20.00 ms

Following are peak reflected pressure and effective duration for wall, roof, side wall and rear wall of structure calculation with:

1130 (1 + 0.058 Pso)0.5

0.022 x Pso2


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- Low PressurePso = 3.00 psiTd = 100.00 msU = (Ref. 16 eq. 3.5)

= 1130 x (1 + 0.058 x 3)^0.5= 1224.37 ft/s

Lw = U x Td (Ref. 16 eq. 3.6)= 1224 x 100/1000= 122.44 ft

qo = (Ref. 16 eq. 3.4)= 0.022 x 3^2= 0.20 psi


S = min of H or B/2= 14.76 ft

Tc = 3S/U < Td (Ref. 16 eq. 3.8)= 36.17 ms

Cd = 1.00 (compression wind load due to blast load)Ps = Pso + Cd qo (Ref. 16 eq. 3.7)

= 3 + 1 x 0.198= 3.20 psi

Iw = 0.5 (Pr - Ps) Tc + 0.5 Ps Td (Ref. 16 eq. 3.9)= 0.5 x (6.45 - 3.198) x 36.17/1000 '+' 0.5 x 3.198 x 100/1000= 0.22 psi.s

Te = 2 Iw / Pr (Ref. 16 eq. 3.10)= 2 x 0.219/6.45 x 1000= 67.82 ms

Side Wall and Roof

1130 (1 + 0.058 Pso)0.5

0.022 x Pso2

Fig C.7 Value of Ce for side wall and roof


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- High PressurePso = 10.00 psiTd = 20.00 msU = (Ref. 16 eq. 3.5)

= 1130 x (1 + 0.058 x 10)^0.5= 1420.39 ft/s

Lw = U x Td (Ref. 16 eq. 3.6)= 1420 x 20/1000= 28.41 ft

qo = (Ref. 16 eq. 3.4)= 0.022 x 10^2= 2.20 psi


Lw/L = 0.32Ce = 0.33Cd = -0.40 (suction wind due to blast load)Pa = Ce Pso + Cd qo (Ref. 16 eq. 3.11)

= 0.33 x 10 + -0.4 x 2.2= 2.42 psi

Te = 20.00 ms


= 1130 x (1 + 0.058 x 3)^0.5= 1224.37 ft/s

Lw = U x Td (Ref. 16 eq. 3.6)= 1224 x 100/1000= 122.44 ft

qo = (Ref. 16 eq. 3.4)= 0.022 x 3^2= 0.20 psi



= 0.8 x 3 + -0.4 x 0.198= 2.32 psi

Te = 67.82 ms

1130 (1 + 0.058 Pso)0.5

0.022 x Pso2

1130 (1 + 0.058 Pso)0.5

0.022 x Pso2


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Rear Wall- High PressurePso = 10.00 psiTd = 20.00 msU = (Ref. 16 eq. 3.5)

= 1130 x (1 + 0.058 x 10)^0.5= 1420.39 ft/s

Lw = U x Td (Ref. 16 eq. 3.6)= 1420 x 20/1000= 28.41 ft

qo = (Ref. 16 eq. 3.4)= 0.022 x 10^2= 2.20 psi


Lw/S = 1.92Ce = 0.70Cd = -0.40 (suction wind due to blast load)Pa = Ce Pso + Cd qo (Ref. 16 eq. 3.11)

= 0.7 x 10 + -0.4 x 2.2= 6.12 psi

Te = 20.00 ms


= 1130 x (1 + 0.058 x 3)^0.5= 1224.37 ft/s

Lw = U x Td (Ref. 16 eq. 3.6)= 1224 x 100/1000= 122.44 ft

qo = (Ref. 16 eq. 3.4)= 0.022 x 3^2= 0.20 psi



= 1 x 3 + -0.4 x 0.198= 2.92 psi

1130 (1 + 0.058 Pso)0.5

0.022 x Pso2

1130 (1 + 0.058 Pso)0.5

0.022 x Pso2


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Te = 67.82 ms


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Table C.2.3 Summary of Static Load due to VCEStructural Component Pa (psi) Td (milisecond) Rm (kPa)WallHigh Pressure md = 3.00 25.0 20.00 17.38

md = 1.30 25.0 20.00 30.65Low Pressure md = 3.00 6.45 67.82 14.26

md = 1.30 6.45 67.82 24.69Roof and Side WallHigh Pressure md = 3.00 2.42 20.00 1.68

md = 1.30 2.42 20.00 2.97Low Pressure md = 3.00 2.32 67.82 5.13

md = 1.30 2.32 67.82 8.88

Table C.2.4 Summary of Static Equivalent Blast LoadStructural Component Rm (kPa)A. Front Wall md = 3.00 17.38

md = 1.30 30.65B. Roof and Side Wall

md = 3.00 6.95md = 1.30 12.26

Since both side wall and rear wall blast load pressure giving compressive load that have opposite direction with blast load for front wall, blast load pressure for applied on side wall and rear wall will be omitted. Both blast load applied to side wall and rear wall will only be used to checked member detail.

Fig C.8 Blast load direction

Front Wall Blast Load

Roof Blast Load

Blast Load Direction


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C.3 Earthquake Load

Vs = Cs x WtVs = 0.139Vs = 165.90 Ton

Table C.3.1 Summary of Static Equivalent Earthquake LoadElevation Dead Load Live Load LL Reduction Total Weight Height W x H

(m) DL, (Ton) LL, (Ton) (Ton) (Ton) (m) (Tonm)(1) (2) (3) (4)=30%x(3) (5)=(2)+(4) (6) (7)=(5)x(6)

8.3 136.56 19.37 5.81 142.37 8.30 1181.688.3 8.39 1.06 0.32 8.71 8.30 72.285.9 786.52 90.66 27.20 813.72 5.90 4800.942.5 191.30 124.78 37.43 228.73 2.50 571.84

∑Wi = 1193.53 ∑Wi x hi= 6626.73

F1(1) = 29.58 Ton / 10 column = 2.96 TonF1(2) = 1.81 Ton / 3 column = 0.60 Ton

Earthquake load is estimated by calculating participating weight with STAAD.Pro 2007. Participating weight is consist of dead load and live load of roof plan.

Based on reference 7, 'Banyu Urip Project, IDBC-TS-NCCAL-C00007, "Calculation for Seismic Base Shear"', earthquake load has been calculated as below :

x SWt

Fig C.9 3D modelling to indicate the application of earthquake load

EQX

Load 8

XY

Z


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F2 = 120.19 Ton / 61 column = 1.97 TonF3 = 14.32 Ton / 12 column = 1.19 Ton

ATTACHMENT DCPF MAIN CONTROL FACILITY MODELLING

STAAD.PRO 2007

Attachment D - of 6

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ATTACHMENT D - CPF MAIN CONTROL FACILITY MODELLING

D.1 STAAD.Pro 2007 Modelling

BANYU URIP PROJECT


Fig D.1 STAAD.Pro 2007 3D roof plan of structure modelling

Y

X

Z

Y

X

North

North

Load 8

XY

Z

Load 8

XY

Z

Attachment D - of 6

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Fig D.2 STAAD.Pro 2007 3D ground plan structure modelling

Z Load 8

XY

Z

Attachment D - of 6

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D.2 Control Room Building STAAD.Pro 2007 Load Assign

Plate member in STAAD.Pro 2007 is not able to distribute load assigned to beam supporting the plate, but load distributed directly to each corner point of plate. To avoid complex meshing in finite element model by software, load shall be assigned directly to beam supporting plate, including plate self weight by tributary area.

Fig D.3 STAAD.Pro 2007 3D overall structure modelling

Lx

Ly

Y

X

Z

North

Load 8

XY

Z

Attachment D - of 6

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Note : Ly > Lx

Fig D.4 Slab tributary area

Attachment D - of 6

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D.2.1 Live Load

D.2.2 Super Imposed Dead Load (SIDL)

Load 1

X

Y

Z

Load 2

XY

Z

300 kg/m2

700 kg/m2

Fig D.5 Assigning of Live load

360 kg/m2 of slab selfweight

60 kg/m2 of ground finishing

100 kg/m2 of ducting, ceiling, screed & insulation

Fig D.6 Assigning of super imposed dead load

Y

X

Z

Z

Y

Attachment D - of 6

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D.2.3 Wind Load

Y

X

Z

Fig D.7 Wind load X direction (South → North)

Y

X

X+

Z+

Load 4

XY

Z

Load 5

XY

Z

Attachment D - of 6

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Z

Fig D.8 Wind load Z direction (West → East)

Load 5

XY

Z

Attachment D - of 6

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D.2.4 Earthquake Load

Y

X

Z

Fig D.9 Earthquake load in X direction

Y

X

Load 8

XY

Z

Load 9

XY

Z

Attachment D - of 6

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Fig D.10 Earthquake load in Z direction

ZLoad 9

XY

Z

Attachment D - of 6

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D.2.5 Blast Load

Fig D.11 Blast load in X direction

Y

Z X

Fig D.12 Blast load in Z direction

Load 6X

Y

Z

Load 7X

Y

Z

Attachment D - of 6

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Fig D.12 Blast load in Z direction

ATTACHMENT ECONCRETE DESIGN

Attachment E - of 44

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ATTACHMENT E - CONCRETE DESIGNE.1 Slab Design

E.1.1 Roof Slab DesignE.1.1.1 Roof Slab as Two Way Slab

SlabLL SIDL Partition Rise fl. ts LC1-1 LC1-2

mmA1 1.00 1.00 0 0 150 6.34 7.04A2 1.00 1.00 0 0 150 6.34 7.04A3 1.00 1.00 0 0 150 6.34 7.04A4 1.00 1.00 0 0 150 6.34 7.04A5 1.00 1.00 0 0 150 6.34 7.04A6 1.00 1.00 0 0 150 6.34 7.04A7 1.00 1.00 0 0 150 6.34 7.04

Determine ultimate moment based on coefficient moment at reference 14 (see Att H)

SlabLx Ly

Lx/Ly mlx mly mtx mty ws(m) (m)

A1 3.25 5.00 0.65 36.00 6.10 76.70 24.20 26.10A2 2.50 5.00 0.50 40.50 2.40 83.30 14.30 29.60

BANYU URIP PROJECT


kN/m2 kN/m2 kN/m2 kN/m2 kN/m2 kN/m2

Fig. E.1 Roof Slab Numbering at El. + 8.300

3250 3250 2500 2500

5000

6000

4500

4000

A1 A1 A2 A2

A3 A3 A4 A4

A5 A5 A6 A6

A7 A7


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A3 3.25 4.50 0.72 32.70 8.85 72.05 30.00 23.85A4 2.50 4.50 0.56 39.40 3.30 81.70 17.20 28.60A5 3.25 6.00 0.54 39.40 3.30 81.70 17.20 28.60A6 2.50 6.00 0.42 - - - - -A7 3.25 4.00 0.81 29.30 10.30 66.80 36.00 21.40


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Flexural reinforcementMux = (kN.m/m)Muy = (kN.m/m)

SlabMu lx Mu ly Mu tx Mu ty

kN.m/m kN.m/m kN.m/m kN.m/mA1 2.68 1.07 5.70 4.26A2 1.78 0.42 3.66 2.52A3 2.43 1.26 5.35 4.27A4 1.73 0.47 3.59 2.45A5 2.93 0.84 6.07 4.36A6 - - - -A7 2.18 1.16 4.96 4.05

Example : Roof slab type A1Bottom Reinforcement X DirectionMu max = 2.68 kN.md' = 30 mmd = 0.12 m

= 120 mm= 0.80

Ru == 0.21 MPa

m = fy / ( 0.85 * fc' ) = 13.11 MPa== 0.05%

ρb == fy 600 + fy= 3.68%

ρ max = 0.75 ρ balanced= 2.76%

ρ min = 0.18% (ρ min = 1.4/fy if 1.33 x ρ required > 1.4/fy)(ρ min = 0.18% if 1.33 x ρ required < 1.4/fy)

ρ need = 0.07% (ρ need = ρr if ρr > 1.4/fy)

ρ used = 0.18% < 2.77%…OK (ρ used = largest of ρ min and ρ need) As = ρ * b * d

= 216.00 db = 10 mms = 363.61 mm => 150 mmUse D10 - 150 for top & bottom flexural reinforcement

Bottom Reinforcement Y DirectionMu max = 1.07 kN.m

0.001 m q Lx2

0.001 m q Ly2

β1Mu / (Φ x b x d2)

ρr (1/m) x (1 - (1 - 2m Ru/fy)0.5)

β1 * 0.85 fc' * 600

(ρ need = ρr x 1.33 but not need to exceed 1.4/fy if ρr < 1.4/fy)

mm2

Lx

Ly mtx

mlx

mty

mly

Fig. E.2 Moment coefficient

Lx < Ly


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d' = 30 mmd = 0.12 m

= 120 mm= 0.80β1


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Ru == 0.08 MPa

m = fy / ( 0.85 * fc' ) = 13.11 MPa== 0.02%

ρb == fy 600 + fy= 3.68%

ρ max == 2.76%



ρ used = 0.18% < 2.77%…OK (ρ used = largest of ρ min and ρ need) As =


Top Reinforcement X DirectionMu max = 5.70 kN.md' = 30 mmd = 0.12 m

= 120 mm= 0.80

Ru == 0.44 MPa

m = fy / ( 0.85 * fc' ) = 13.11 MPa== 0.11%

ρb == fy 600 + fy= 3.68%

ρ max == 2.76%



ρ used = 0.18% < 2.77%…OK (ρ used = largest of ρ min and ρ need)

Mu / (Φ x b x d2)

ρr (1/m) x (1 - (1 - 2m Ru/fy)0.5)

β1 * 0.85 fc' * 600

0.75 ρ balanced


ρ * b * dmm2


ρr (1/m) x (1 - (1 - 2m Ru/fy)0.5)

β1 * 0.85 fc' * 600

0.75 ρ balanced



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As == 216.00

db = 10 mms = 363.61 mm => 150 mmUse D10 - 150 for top & bottom flexural reinforcement

ρ * b * dmm2


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Top Reinforcement Y DirectionMu max = 4.26 kN.md' = 30 mmd = 0.12 m

= 120 mm= 0.80

Ru == 0.33 MPa

m = fy / ( 0.85 * fc' ) = 13.11 MPa== 0.08%

ρb == fy 600 + fy= 3.68%

ρ max == 2.76%




= 216.00 db = 10 mms = 363.61 mm => 150 mm

Bottom reinforcement X direction

SlabMu d' d

β1 ρr ρmax ρmin ρuseddb s s used

kN.m mm mm mm mm mmA2 1.78 30 120 0.80 0.04% 2.76% 0.18% 0.18% 10 363.61 150.00A3 2.43 30 120 0.80 0.05% 2.76% 0.18% 0.18% 10 363.61 150.00A4 1.73 30 120 0.80 0.03% 2.76% 0.18% 0.18% 10 363.61 150.00A5 2.93 30 120 0.80 0.06% 2.76% 0.18% 0.18% 10 363.61 150.00A6 - - - - - - - - - - -A7 2.18 30 120 0.80 0.04% 2.76% 0.18% 0.18% 10 363.61 150.00

Top reinforcement X direction

SlabMu d' d


kN.m mm mm mm mm mmA2 3.66 30 120 0.80 0.07% 2.76% 0.18% 0.18% 10 363.61 150.00A3 5.35 30 120 0.80 0.11% 2.76% 0.18% 0.18% 10 363.61 150.00A4 3.59 30 120 0.80 0.07% 2.76% 0.18% 0.18% 10 363.61 150.00A5 6.07 30 120 0.80 0.12% 2.76% 0.18% 0.18% 10 363.61 150.00A6 - - - - - - - - - - -


ρr (1/m) x (1 - (1 - 2m Ru/fy)0.5)

β1 * 0.85 fc' * 600

0.75 ρ balanced


ρ * b * dmm2


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A7 4.96 30 120 0.80 0.10% 2.76% 0.18% 0.18% 10 363.61 150.00


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Bottom reinforcement Y direction

SlabMu d' d



Top reinforcement Y direction

SlabMu d' d



Deflectionδ = mm

Slab wsq a E ts δ δall

RemarkkPa m kPa m mm mm

A1 26.10 5.53 3.25 2.78E+07 0.15 0.17 9.03 OKA2 29.60 5.53 2.50 2.78E+07 0.15 0.07 6.94 OKA3 23.85 5.53 3.25 2.78E+07 0.15 0.16 9.03 OKA4 28.60 5.53 2.50 2.78E+07 0.15 0.07 6.94 OKA5 28.60 5.53 3.25 2.78E+07 0.15 0.19 9.03 OKA6 - - - - - - - -A7 21.40 5.53 3.25 2.78E+07 0.15 0.14 9.03 OK

CrackMaximum crack width on tension area shall be calculated based on Gergery-Lutz expression as follow :w =wherew = crack width (mm)β = height factor (1.2 for beam, 1.35 for slab)

= 1.35fs = reinforcement calculated stress at service load (MPa), shall be 0.6fy for max. crack

= 234 MPad' = thickness of concrete cover (mm)

= 30 mms = maximum s in one slab

= 150 mmA = effective tension area divided by number of bar

ws q a4/(E ts3)

1.11 x 10-6 x β x fs x 3√(d' x A)


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= 2 d' x b / (1000 / s)= 2 x 30 x 1000/(1000/150)= 9,000

so: w = 1.11e-6 x 1.35 x 234 x (30 x 9000)^(1/3)= 0.02 mm < 0.33 mm …… OK

mm2


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5000

5000

5000

4500

4100

5000

4000

4000

3000

4000

4800

4500

4000

4000

4000

5000

4000

4000

A8

A15

A16

A11

A9

A17

A8

A13

A10

A14

A16

A12

A9

3500 3500 4000

A15A13 A14

A15A13 A14

A7 A12A7

A18 A19A18

A3 A22A3

A7 A12A7

A20 A21

A20 A21

A7 A12A7

A7 A12A7

A7 A12A7

A1 A1 A14

A23 A23

3200

A24 A24

A24 A24

A8A8

A24 A24


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Fig. E.3 Roof Slab Numbering at El. + 5.900

5000

3250 3250 5000 3500 3500

A1 A1 A14 A8A8


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mmA8 1.00 1.00 0 0 150 6.34 7.04A9 1.00 1.00 0 0 150 6.34 7.04A10 1.00 1.00 0 0 150 6.34 7.04A11 1.00 1.00 0 0 150 6.34 7.04A12 1.00 1.00 0 0 150 6.34 7.04A13 1.00 1.00 0 0 150 6.34 7.04A14 1.00 1.00 0 0 150 6.34 7.04A15 1.00 1.00 0 0 150 6.34 7.04A16 1.00 1.00 0 0 150 6.34 7.04A17 1.00 1.00 0 0 150 6.34 7.04A18 1.00 1.00 0 0 150 6.34 7.04A19 1.00 1.00 0 0 150 6.34 7.04A20 1.00 1.00 0 0 150 6.34 7.04A21 1.00 1.00 0 0 150 6.34 7.04A22 1.00 1.00 0 0 150 6.34 7.04A23 1.00 1.00 0 0 150 6.34 7.04A24 1.00 1.00 0 0 150 6.34 7.04

Determine ultimate moment based on coefficient moment at reference 14 (see Att H)

SlabLx Ly


A8 3.50 5.00 0.70 33.90 7.90 73.70 28.00 24.60A9 3.50 4.50 0.78 30.40 10.05 68.60 34.00 22.25A10 2.00 4.10 0.49 - - - - -A11 4.10 5.00 0.82 28.10 12.10 64.95 38.00 20.50A12 4.00 5.00 0.80 29.30 10.30 66.80 36.00 21.40A13 2.00 5.00 0.40 - - - - -A14 5.00 5.00 1.00 20.20 20.20 51.50 51.50 14.90A15 4.00 5.00 0.80 29.30 10.30 66.80 36.00 21.40A16 3.00 3.25 0.92 23.55 17.05 57.35 46.00 17.20A17 3.00 5.00 0.60 37.80 4.60 79.40 20.60 27.50A18 3.25 4.80 0.68 34.95 7.00 75.20 26.10 25.35A19 4.80 5.00 0.96 22.40 18.10 55.40 48.00 16.40A20 2.00 4.00 0.50 40.50 2.40 83.30 14.30 29.60A21 4.00 5.00 0.80 29.30 10.30 66.80 36.00 21.40A22 4.50 5.00 0.90 24.70 16.00 59.30 44.00 18.00A23 3.20 3.50 0.91 24.70 16.00 59.30 44.00 18.00A24 3.50 4.00 0.88 25.80 14.95 61.20 42.00 18.80



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kN.m/m kN.m/m kN.m/m kN.m/mA8 2.92 1.39 6.35 4.93A9 2.62 1.43 5.91 4.84A10 - - - -A11 3.32 2.13 7.68 6.68A12 3.30 1.81 7.52 6.33A13 - - - -A14 3.55 3.55 9.06 9.06A15 3.30 1.81 7.52 6.33A16 1.49 1.27 3.63 3.42A17 2.39 0.81 5.03 3.62A18 2.60 1.13 5.59 4.23A19 3.63 3.18 8.98 8.44A20 1.14 0.27 2.34 1.61A21 3.30 1.81 7.52 6.33A22 3.52 2.81 8.45 7.74A23 1.78 1.38 4.27 3.79A24 2.22 1.68 5.28 4.73

Reinforcement calculation of roof slab will be determined as the following table :


SlabMu d' d


kN.m mm mm mm mm mmA8 2.92 30 120 0.80 0.06% 2.76% 0.18% 0.18% 10 363.61 150.00A9 2.62 30 120 0.80 0.05% 2.76% 0.18% 0.18% 10 363.61 150.00A10 - - - - - - - - - - -A11 3.32 30 120 0.80 0.07% 2.76% 0.18% 0.18% 10 363.61 150.00A12 3.30 30 120 0.80 0.07% 2.76% 0.18% 0.18% 10 363.61 150.00A13 - - - - - - - - - - -A14 3.55 30 120 0.80 0.07% 2.76% 0.18% 0.18% 10 363.61 150.00A15 3.30 30 120 0.80 0.07% 2.76% 0.18% 0.18% 10 363.61 150.00A16 1.49 30 120 0.80 0.03% 2.76% 0.18% 0.18% 10 363.61 150.00A17 2.39 30 120 0.80 0.05% 2.76% 0.18% 0.18% 10 363.61 150.00A18 2.60 30 120 0.80 0.05% 2.76% 0.18% 0.18% 10 363.61 150.00A19 3.63 30 120 0.80 0.07% 2.76% 0.18% 0.18% 10 363.61 150.00A20 1.14 30 120 0.80 0.02% 2.76% 0.18% 0.18% 10 363.61 150.00A21 3.30 30 120 0.80 0.07% 2.76% 0.18% 0.18% 10 363.61 150.00A22 3.52 30 120 0.80 0.07% 2.76% 0.18% 0.18% 10 363.61 150.00A23 1.78 30 120 0.80 0.04% 2.76% 0.18% 0.18% 10 363.61 150.00A24 2.22 30 120 0.80 0.04% 2.76% 0.18% 0.18% 10 363.61 150.00


SlabMu d' d


kN.m mm mm mm mm mm


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A8 6.35 30 120 0.80 0.13% 2.76% 0.18% 0.18% 10 363.61 150.00A9 5.91 30 120 0.80 0.12% 2.76% 0.18% 0.18% 10 363.61 150.00A10 - - - - - - - - - - -A11 7.68 30 120 0.80 0.15% 2.76% 0.18% 0.20% 10 320.50 150.00A12 7.52 30 120 0.80 0.15% 2.76% 0.18% 0.20% 10 327.47 150.00


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SlabMu d' d


kN.m mm mm mm mm mmA13 - - - - - - - - - - -A14 9.06 30 120 0.80 0.18% 2.76% 0.18% 0.24% 10 271.29 150.00A15 7.52 30 120 0.80 0.15% 2.76% 0.18% 0.20% 10 327.47 150.00A16 3.63 30 120 0.80 0.07% 2.76% 0.18% 0.18% 10 363.61 150.00A17 5.03 30 120 0.80 0.10% 2.76% 0.18% 0.18% 10 363.61 150.00A18 5.59 30 120 0.80 0.11% 2.76% 0.18% 0.18% 10 363.61 150.00A19 8.98 30 120 0.80 0.18% 2.76% 0.18% 0.24% 10 273.67 150.00A20 2.34 30 120 0.80 0.05% 2.76% 0.18% 0.18% 10 363.61 150.00A21 7.52 30 120 0.80 0.15% 2.76% 0.18% 0.20% 10 327.47 150.00A22 8.45 30 120 0.80 0.17% 2.76% 0.18% 0.22% 10 291.11 150.00A23 4.27 30 120 0.80 0.09% 2.76% 0.18% 0.18% 10 363.61 150.00A24 5.28 30 120 0.80 0.11% 2.76% 0.18% 0.18% 10 363.61 150.00


SlabMu d' d


kN.m mm mm mm mm mmA8 1.39 30 120 0.80 0.03% 2.76% 0.18% 0.18% 10 363.61 150.00A9 1.43 30 120 0.80 0.03% 2.76% 0.18% 0.18% 10 363.61 150.00A10 - - - - - - - - - - -A11 2.13 30 120 0.80 0.04% 2.76% 0.18% 0.18% 10 363.61 150.00A12 1.81 30 120 0.80 0.04% 2.76% 0.18% 0.18% 10 363.61 150.00A13 - - - - - - - - - - -A14 3.55 30 120 0.80 0.07% 2.76% 0.18% 0.18% 10 363.61 150.00A15 1.81 30 120 0.80 0.04% 2.76% 0.18% 0.18% 10 363.61 150.00A16 1.27 30 120 0.80 0.03% 2.76% 0.18% 0.18% 10 363.61 150.00A17 0.81 30 120 0.80 0.02% 2.76% 0.18% 0.18% 10 363.61 150.00A18 1.13 30 120 0.80 0.02% 2.76% 0.18% 0.18% 10 363.61 150.00A19 3.18 30 120 0.80 0.06% 2.76% 0.18% 0.18% 10 363.61 150.00A20 0.27 30 120 0.80 0.01% 2.76% 0.18% 0.18% 10 363.61 150.00A21 1.81 30 120 0.80 0.04% 2.76% 0.18% 0.18% 10 363.61 150.00A22 2.81 30 120 0.80 0.06% 2.76% 0.18% 0.18% 10 363.61 150.00A23 1.38 30 120 0.80 0.03% 2.76% 0.18% 0.18% 10 363.61 150.00A24 1.68 30 120 0.80 0.03% 2.76% 0.18% 0.18% 10 363.61 150.00


SlabMu d' d


kN.m mm mm mm mm mmA8 4.93 30 120 0.80 0.10% 2.76% 0.18% 0.18% 10 363.61 150.00A9 4.84 30 120 0.80 0.10% 2.76% 0.18% 0.18% 10 363.61 150.00A10 - - - - - - - - - - -A11 6.68 30 120 0.80 0.13% 2.76% 0.18% 0.18% 10 363.61 150.00A12 6.33 30 120 0.80 0.13% 2.76% 0.18% 0.18% 10 363.61 150.00A13 - - - - - - - - - - -A14 9.06 30 120 0.80 0.18% 2.76% 0.18% 0.24% 10 271.29 150.00


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A15 6.33 30 120 0.80 0.13% 2.76% 0.18% 0.18% 10 363.61 150.00A16 3.42 30 120 0.80 0.07% 2.76% 0.18% 0.18% 10 363.61 150.00A17 3.62 30 120 0.80 0.07% 2.76% 0.18% 0.18% 10 363.61 150.00A18 4.23 30 120 0.80 0.08% 2.76% 0.18% 0.18% 10 363.61 150.00A19 8.44 30 120 0.80 0.17% 2.76% 0.18% 0.22% 10 291.31 150.00


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SlabMu d' d


kN.m mm mm mm mm mmA20 1.61 30 120 0.80 0.03% 2.76% 0.18% 0.18% 10 363.61 150.00A21 6.33 30 120 0.80 0.13% 2.76% 0.18% 0.18% 10 363.61 150.00A22 7.74 30 120 0.80 0.15% 2.76% 0.18% 0.21% 10 318.09 150.00A23 3.79 30 120 0.80 0.08% 2.76% 0.18% 0.18% 10 363.61 150.00A24 4.73 30 120 0.80 0.09% 2.76% 0.18% 0.18% 10 363.61 150.00

Deflection of Slab

δ = mm

where: E = 4700√fc'= 4700√ 35= 27806 MPa



A8 24.60 5.53 5.00 2.78E+07 0.15 0.91 9.72 OKA9 22.25 5.53 4.50 2.78E+07 0.15 0.54 9.72 OKA10 - - - - - - - -A11 20.50 5.53 5.00 2.78E+07 0.15 0.76 11.39 OKA12 21.40 5.53 5.00 2.78E+07 0.15 0.79 11.11 OKA13 - - - - - - - -A14 14.90 5.53 5.00 2.78E+07 0.15 0.55 13.89 OKA15 21.40 5.53 5.00 2.78E+07 0.15 0.79 11.11 OKA16 17.20 5.53 3.25 2.78E+07 0.15 0.11 8.33 OKA17 27.50 5.53 5.00 2.78E+07 0.15 1.01 8.33 OKA18 25.35 5.53 4.80 2.78E+07 0.15 0.79 9.03 OKA19 16.40 5.53 5.00 2.78E+07 0.15 0.60 13.33 OKA20 29.60 5.53 4.00 2.78E+07 0.15 0.45 5.56 OKA21 21.40 5.53 5.00 2.78E+07 0.15 0.79 11.11 OKA22 18.00 5.53 5.00 2.78E+07 0.15 0.66 12.50 OKA23 18.00 5.53 3.50 2.78E+07 0.15 0.16 8.89 OKA24 18.80 5.53 4.00 2.78E+07 0.15 0.28 9.72 OK

CrackMaximum crack width on tension area shall be calculated based on Gergery-Lutz expression as follow :w =wherew = crack width (mm)β = height factor (1.2 for beam, 1.35 for slab)



ws q a4/(E ts3)

1.11 x 10-6 x β x fs x 3√(d' x A)


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= 150 mm


document.xls


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A = effective tension area divided by number of bar= 2 d' x b / (1000 / s)= 2 x 30 x 1000/(1000/150)= 9,000

so:w = 1.11e-6 x 1.35 x 234 x (30 x 9000)^(1/3)

= 0.02 mm < 0.33 mm …… OK

E.1.1.2 Roof Slab as One Way SlabExample : Roof slab type A6LoadLr = 1.00SIDL = 1.00Lx max = 2450 mm (clear span)ts req = Lx max / 24

= 102.08 mmts used = 150 mm

qkN/m2

LC1-1 6.34LC1-3 7.04

q max = 7.04

Ly = 6.00 mLx = 2.50 mLy/Lx = 2.40

Flexural reinforcementMu (-) max =

= 1/9 x 7.04 x 2.5 x 2.5^2= 12.22 kN.m

d' = 30 mmd = 0.12 m

= 120 mm= 0.80

Ru == 0.94 MPa

m = fy / ( 0.85 * fc' ) = 13.11 == 0.25%== fy 600 + fy= 3.68%

mm2

kN/m2

kN/m2

Load Combination

kN/m2

1/9 x q x L x Lx2


ρr (1/m) x (1 - (1 - 2m Ru/fy)0.5)

ρb β1 * 0.85 fc' * 600


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= 0.75 ρ balanced= 2.76%= 0.18% (ρ min = 1.4/fy if 1.33 x ρ required > 1.4/fy)

(ρ min = 0.18% if 1.33 x ρ required < 1.4/fy)

ρ max

ρ min


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= 0.33% (ρ need = ρr if ρr > 1.4/fy)

ρ used = 0.33% < 2.77%...OK (ρ used = largest of ρ min and ρ need) As = ρ * b * d

= 392.05 db = 10 mms = 200.33 mm => 150 mmUse D10 - 150 for top flexural reinforcement

Mu (+) max == 1/14 x 7.04 x 2.5 x 2.5^2= 7.85 kN.m

d' = 30 mmd = 0.12 m

= 120 mm= 0.80

Ru == 0.61 MPa

m = fy / ( 0.85 * fc' ) = 13.11 == 0.16%== fy 600 + fy= 3.68%== 2.76%= 0.18% (ρ min = 1.4/fy if 1.33 x ρ required > 1.4/fy)

(ρ min = 0.18% if 1.33 x ρ required < 1.4/fy)= 0.21% (ρ need = ρr if ρr > 1.4/fy)


= 250.55 db = 10 mms = 313.46 mm => 200 mmUse D10 - 200 for bottom flexural reinforcement

DeflectionI per m' =

= 1/12 x 1000 x 150^3= 2.81E+08

δmax == (7.04 x 1000/1000) x (2.5 x 1000)^4/(185 x 27806 x 281250000)

ρ need


mm2

1/14 x q x L x Lx2


ρr (1/m) x (1 - (1 - 2m Ru/fy)0.5)

ρb β1 * 0.85 fc' * 600

ρ max 0.75 ρ balanced

ρ min

ρ need


mm2

1/12 b ts3

mm4

q Lx4/(185 E I)


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= 0.19 mmδall = Lx / 240

= 2500/240= 10.42 mm …...OK


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CrackMaximum crack width on tension area shall be calculated based on Gergery-Lutz expression as follow:w =where:w = crack width (mm)β = height factor (1.2 for beam, 1.35 for slab)





= 2 d' x b / (1000 / s)= 2 x 30 x 1000/(1000/200)= 12,000

so:w = 1.11e-6 x 1.35 x 234 x (30 x 12000)^(1/3)

= 0.02 mm < 0.33 mm …… OK

1.11 x 10-6 x β x fs x 3√(d' x A)

mm2


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E.1.2 Ground Slab Design

5000

6000

4500

3000

4000

4000

4800

4500

4000

4000

4000

4000

5000

3250 25003500 4000

5000

5000

5000

4500

4100

5000

4000

4000

3200

4000

4000

4000

5000

B11

B10

B7

B11

B9

3250 25003500

B1 B1 B2 B2

B3 B3 B4 B4

B5 B5 B6 B6

B7

B8 B8

B12

B14B13 B15

B14B13 B15

B14B13 B15

B12B20

B12B20

B16 B16 B17

B11 B11 B12

B18 B18 B19

B3 B3 B21

B22 B22 B23

B22 B22 B23

B22 B22 B23

B22 B22 B23

B26 B26 B27

B24B24

B25B25

B25B25

B25B25

B7B7

EL +2.500

EL +0.800

EL +0.200


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Fig. E.4 Ground Slab Numbering at El. +0.200; +0.800; +2.500

5000


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mmB1 7.00 0.60 0 0.00 150 5.78 16.16B2 7.00 0.60 0 0.00 150 5.78 16.16B3 7.00 0.60 0 0.30 150 6.20 16.52B4 7.00 0.60 0 0.00 150 5.78 16.16B5 7.00 0.60 0 0.00 150 5.78 16.16B6 7.00 0.60 0 0.00 150 5.78 16.16B7 3.00 0.60 0 0.00 150 5.78 9.76B8 3.00 0.60 0 0.00 150 5.78 9.76B9 3.00 0.60 0 0.00 150 5.78 9.76B10 3.00 0.60 0 0.00 150 5.78 9.76B11 3.00 0.60 0 0.00 150 5.78 9.76B12 3.00 0.60 0 0.00 150 5.78 9.76B13 3.00 0.60 0 0.00 150 5.78 9.76B14 3.00 0.60 0 0.00 150 5.78 9.76B15 3.00 0.60 0 0.00 150 5.78 9.76B16 3.00 0.60 0 0.00 150 5.78 9.76B17 3.00 0.60 0 0.00 150 5.78 9.76B18 3.00 0.60 0 0.00 150 5.78 9.76B19 3.00 0.60 0 0.00 150 5.78 9.76B20 3.00 0.60 0 0.00 150 5.78 9.76B21 7.00 0.60 0 0.30 150 6.20 16.52B22 7.00 0.60 0 0.30 150 6.20 16.52B23 7.00 0.60 0 0.30 150 6.20 16.52B24 3.00 0.60 0 0.00 150 5.78 9.76B25 3.00 0.60 0 0.00 150 5.78 9.76B26 7.00 0.60 0 0.30 150 6.20 16.52B27 7.00 0.60 0 0.30 150 6.20 16.52

(Ref. 12 or see Att. H)

SlabLx Ly


B1 3.25 5.00 0.65 36.00 6.10 76.70 24.20 26.10B2 2.50 5.00 0.50 40.50 2.40 83.30 14.30 29.60B3 3.25 4.50 0.72 32.70 8.85 72.05 30.00 23.85B4 2.50 4.50 0.56 39.40 3.30 81.70 17.20 28.60B5 3.25 6.00 0.54 39.95 2.85 82.50 15.75 29.10B6 2.50 6.00 0.42 - - - - -B7 3.50 5.00 0.70 33.90 7.90 73.70 28.00 24.60B8 3.50 4.50 0.78 30.40 10.05 68.60 34.00 22.25B9 2.00 4.10 0.49 - - - - -B10 4.10 5.00 0.82 28.10 12.10 64.95 38.00 20.50B11 3.25 4.00 0.81 29.30 10.30 66.80 36.00 21.40B12 4.00 5.00 0.80 29.30 10.30 66.80 36.00 21.40B13 2.00 5.00 0.40 - - - - -



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B14 5.00 5.00 1.00 20.20 20.20 51.50 51.50 14.90B15 4.00 5.00 0.80 29.30 10.30 66.80 36.00 21.40B16 3.00 3.25 0.92 23.55 17.05 57.35 46.00 17.20B17 3.00 5.00 0.60 37.80 4.60 79.40 20.60 27.50B18 3.25 4.80 0.68 34.95 7.00 75.20 26.10 25.35


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SlabLx Ly


B19 4.80 5.00 0.96 22.40 18.10 55.40 48.00 16.40B20 2.00 4.00 0.50 40.50 2.40 83.30 14.30 29.60B21 4.50 5.00 0.90 24.70 16.00 59.30 44.00 18.00B22 3.25 4.00 0.81 29.30 10.30 66.80 36.00 21.40B23 4.00 5.00 0.80 29.30 10.30 66.80 36.00 21.40B24 3.20 3.50 0.91 24.70 16.00 59.30 44.00 18.00B25 3.50 4.00 0.88 25.80 14.95 61.20 42.00 18.80B26 3.25 5.00 0.65 36.00 6.10 76.70 24.20 26.10B27 5.00 5.00 1.00 20.20 20.20 51.50 51.50 14.90



kN.m/m kN.m/m kN.m/m kN.m/mB1 6.14 2.46 13.09 9.77B2 4.09 0.97 8.41 5.78B3 5.70 2.96 12.57 10.03B4 3.98 1.08 8.25 5.63B5 6.82 1.66 14.08 9.16B6 - - - -B7 4.05 1.93 8.81 6.83B8 3.63 1.99 8.20 6.72B9 - - - -B10 4.61 2.95 10.65 9.27B11 3.02 1.61 6.88 5.62B12 4.57 2.51 10.43 8.78B13 - - - -B14 4.93 4.93 12.56 12.56B15 4.57 2.51 10.43 8.78B16 2.07 1.76 5.04 4.74B17 3.32 1.12 6.97 5.02B18 3.60 1.57 7.75 5.87B19 5.04 4.41 12.45 11.71B20 1.58 0.37 3.25 2.23B21 8.26 6.61 19.83 18.17B22 5.11 2.72 11.65 9.51B23 7.74 4.25 17.65 14.86B24 2.47 1.91 5.92 5.26B25 3.08 2.33 7.31 6.56B26 6.28 2.52 13.38 9.99B27 8.34 8.34 21.26 21.26

0.001 m q Lx2

0.001 m q Ly2


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Example : Ground slab type B1Bottom Reinforcement X DirectionMu max = 6.14 kN.md' = 30 mmd = 0.12 m

= 120 mm= 0.80

Ru == 0.47 MPa

m = fy / ( 0.85 * fc' ) = 13.11 MPa== 0.12%

ρb == fy 600 + fy= 3.68%

ρ max = 0.75 ρ balanced= 2.76%





Bottom Reinforcement Y DirectionMu max = 2.46 kN.md' = 30 mmd = 0.12 m

= 120 mm= 0.80

Ru == 0.19 MPa

m = fy / ( 0.85 * fc' ) = 13.11 == 0.05%

ρb == fy 600 + fy= 3.68%

ρ max = 0.75 ρ balanced


ρr (1/m) x (1 - (1 - 2m Ru/fy)0.5)

β1 * 0.85 fc' * 600


mm2


ρr (1/m) x (1 - (1 - 2m Ru/fy)0.5)

β1 * 0.85 fc' * 600


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= 2.76%ρ min = 0.18% (ρ min = 1.4/fy if 1.33 x ρ required > 1.4/fy)

(ρ min = 0.18% if 1.33 x ρ required < 1.4/fy)ρ need = 0.07% (ρ need = ρr if ρr > 1.4/fy)


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= 216.00 db = 13 mms = 614.50 => 150 mmUse D13 - 150 for top & bottom flexural reinforcement


= 120 mm= 0.80

Ru == 1.01 MPa

m = fy / ( 0.85 * fc' ) = 13.11 == 0.26%

ρb == fy 600 + fy= 3.68%

ρ max == 2.76%




= 420.57 db = 13 mms = 320 => 150 mmUse D13 - 150 for top & bottom flexural reinforcement


= 120 mm= 0.80

Ru == 0.75 MPa


mm2


ρr (1/m) x (1 - (1 - 2m Ru/fy)0.5)

β1 * 0.85 fc' * 600

0.75 ρ balanced


ρ * b * dmm2



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m = fy / ( 0.85 * fc' ) = 13.11 == 0.20%

ρr (1/m) x (1 - (1 - 2m Ru/fy)0.5)


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ρb == fy 600 + fy= 3.68%

ρ max == 2.76%




= 312.66 db = 13 mms = 424.52 => 150 mmUse D13 - 150 for top & bottom flexural reinforcement


SlabMu d' d


kN.m mm mm mm mm mmB1 6.14 30 120 0.80 0.12% 2.76% 0.18% 0.18% 13 614.50 150.00B2 4.09 30 120 0.80 0.08% 2.76% 0.18% 0.18% 13 614.50 150.00B3 5.70 30 120 0.80 0.11% 2.76% 0.18% 0.18% 13 614.50 150.00B4 3.98 30 120 0.80 0.08% 2.76% 0.18% 0.18% 13 614.50 150.00B5 6.82 30 120 0.80 0.14% 2.76% 0.18% 0.18% 13 611.07 150.00B6 - - - - - - - - - - -B7 4.05 30 120 0.80 0.08% 2.76% 0.18% 0.18% 13 614.50 150.00B8 3.63 30 120 0.80 0.07% 2.76% 0.18% 0.18% 13 614.50 150.00B9 - - - - - - - - - - -B10 4.61 30 120 0.80 0.09% 2.76% 0.18% 0.18% 13 614.50 150.00B11 3.02 30 120 0.80 0.06% 2.76% 0.18% 0.18% 13 614.50 150.00B12 4.57 30 120 0.80 0.09% 2.76% 0.18% 0.18% 13 614.50 150.00B13 - - - - - - - - - - -B14 4.93 30 120 0.80 0.10% 2.76% 0.18% 0.18% 13 614.50 150.00B15 4.57 30 120 0.80 0.09% 2.76% 0.18% 0.18% 13 614.50 150.00B16 2.07 30 120 0.80 0.04% 2.76% 0.18% 0.18% 13 614.50 150.00B17 3.32 30 120 0.80 0.07% 2.76% 0.18% 0.18% 13 614.50 150.00B18 3.60 30 120 0.80 0.07% 2.76% 0.18% 0.18% 13 614.50 150.00B19 5.04 30 120 0.80 0.10% 2.76% 0.18% 0.18% 13 614.50 150.00B20 1.58 30 120 0.80 0.03% 2.76% 0.18% 0.18% 13 614.50 150.00B21 8.26 30 120 0.80 0.17% 2.76% 0.18% 0.22% 13 503.32 150.00B22 5.11 30 120 0.80 0.10% 2.76% 0.18% 0.18% 13 614.50 150.00B23 7.74 30 120 0.80 0.15% 2.76% 0.18% 0.21% 13 537.38 150.00B24 2.47 30 120 0.80 0.05% 2.76% 0.18% 0.18% 13 614.50 150.00B25 3.08 30 120 0.80 0.06% 2.76% 0.18% 0.18% 13 614.50 150.00B26 6.28 30 120 0.80 0.13% 2.76% 0.18% 0.18% 13 614.50 150.00

β1 * 0.85 fc' * 600

0.75 ρ balanced


ρ * b * dmm2


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B27 8.34 30 120 0.80 0.17% 2.76% 0.18% 0.22% 13 498.46 150.00


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SlabMu d' d


kN.m mm mm mm mm mmB1 13.09 30 120 0.80 0.26% 2.76% 0.18% 0.35% 13 320.00 150.00B2 8.41 30 120 0.80 0.17% 2.76% 0.18% 0.22% 13 494.23 150.00B3 12.57 30 120 0.80 0.25% 2.76% 0.18% 0.34% 13 328.88 150.00B4 8.25 30 120 0.80 0.17% 2.76% 0.18% 0.22% 13 504.01 150.00B5 14.08 30 120 0.80 0.28% 2.76% 0.36% 0.36% 13 308.13 150.00B6 - - - - - - - - - - -B7 8.81 30 120 0.80 0.18% 2.76% 0.18% 0.23% 13 471.70 150.00B8 8.20 30 120 0.80 0.16% 2.76% 0.18% 0.22% 13 507.19 150.00B9 - - - - - - - - - - -B10 10.65 30 120 0.80 0.21% 2.76% 0.18% 0.28% 13 389.09 150.00B11 6.88 30 120 0.80 0.14% 2.76% 0.18% 0.18% 13 605.13 150.00B12 10.43 30 120 0.80 0.21% 2.76% 0.18% 0.28% 13 397.58 150.00B13 - - - - - - - - - - -B14 12.56 30 120 0.80 0.25% 2.76% 0.18% 0.34% 13 329.09 150.00B15 10.43 30 120 0.80 0.21% 2.76% 0.18% 0.28% 13 397.58 150.00B16 5.04 30 120 0.80 0.10% 2.76% 0.18% 0.18% 13 614.50 150.00B17 6.97 30 120 0.80 0.14% 2.76% 0.18% 0.19% 13 597.42 150.00B18 7.75 30 120 0.80 0.15% 2.76% 0.18% 0.21% 13 536.91 150.00B19 12.45 30 120 0.80 0.25% 2.76% 0.18% 0.33% 13 332.00 150.00B20 3.25 30 120 0.80 0.06% 2.76% 0.18% 0.18% 13 614.50 150.00B21 19.83 30 120 0.80 0.40% 2.76% 0.36% 0.40% 13 274.44 150.00B22 11.65 30 120 0.80 0.23% 2.76% 0.18% 0.31% 13 355.17 150.00B23 17.65 30 120 0.80 0.36% 2.76% 0.36% 0.36% 13 308.13 150.00B24 5.92 30 120 0.80 0.12% 2.76% 0.18% 0.18% 13 614.50 150.00B25 7.31 30 120 0.80 0.15% 2.76% 0.18% 0.19% 13 569.18 150.00B26 13.38 30 120 0.80 0.27% 2.76% 0.18% 0.36% 13 308.60 150.00B27 21.26 30 120 0.80 0.43% 2.76% 0.36% 0.43% 13 255.44 150.00


SlabMu d' d


kN.m mm mm mm mm mmB1 2.46 30 120 0.80 0.05% 2.76% 0.18% 0.18% 13 614.50 150.00B2 0.97 30 120 0.80 0.02% 2.76% 0.18% 0.18% 13 614.50 150.00B3 2.96 30 120 0.80 0.06% 2.76% 0.18% 0.18% 13 614.50 150.00B4 1.08 30 120 0.80 0.02% 2.76% 0.18% 0.18% 13 614.50 150.00B5 1.66 30 120 0.80 0.03% 2.76% 0.18% 0.18% 13 614.50 150.00B6 - - - - - - - - - - -B7 1.93 30 120 0.80 0.04% 2.76% 0.18% 0.18% 13 614.50 150.00B8 1.99 30 120 0.80 0.04% 2.76% 0.18% 0.18% 13 614.50 150.00B9 - - - - - - - - - - -B10 2.95 30 120 0.80 0.06% 2.76% 0.18% 0.18% 13 614.50 150.00B11 1.61 30 120 0.80 0.03% 2.76% 0.18% 0.18% 13 614.50 150.00B12 2.51 30 120 0.80 0.05% 2.76% 0.18% 0.18% 13 614.50 150.00


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B13 - - - - - - - - - - -B14 4.93 30 120 0.80 0.10% 2.76% 0.18% 0.18% 13 614.50 150.00B15 2.51 30 120 0.80 0.05% 2.76% 0.18% 0.18% 13 614.50 150.00B16 1.76 30 120 0.80 0.03% 2.76% 0.18% 0.18% 13 614.50 150.00B17 1.12 30 120 0.80 0.02% 2.76% 0.18% 0.18% 13 614.50 150.00


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SlabMu d' d


kN.m mm mm mm mm mmB18 1.57 30 120 0.80 0.03% 2.76% 0.18% 0.18% 13 614.50 150.00B19 4.41 30 120 0.80 0.09% 2.76% 0.18% 0.18% 13 614.50 150.00B20 0.37 30 120 0.80 0.01% 2.76% 0.18% 0.18% 13 614.50 150.00B21 6.61 30 120 0.80 0.13% 2.76% 0.18% 0.18% 13 614.50 150.00B22 2.72 30 120 0.80 0.05% 2.76% 0.18% 0.18% 13 614.50 150.00B23 4.25 30 120 0.80 0.08% 2.76% 0.18% 0.18% 13 614.50 150.00B24 1.91 30 120 0.80 0.04% 2.76% 0.18% 0.18% 13 614.50 150.00B25 2.33 30 120 0.80 0.05% 2.76% 0.18% 0.18% 13 614.50 150.00B26 2.52 30 120 0.80 0.05% 2.76% 0.18% 0.18% 13 614.50 150.00B27 8.34 30 120 0.80 0.17% 2.76% 0.18% 0.22% 13 498.46 150.00


SlabMu d' d


kN.m mm mm mm mm mmB1 9.77 30 120 0.80 0.20% 2.76% 0.18% 0.26% 13 424.52 150.00B2 5.78 30 120 0.80 0.12% 2.76% 0.18% 0.18% 13 614.50 150.00B3 10.03 30 120 0.80 0.20% 2.76% 0.18% 0.27% 13 413.41 150.00B4 5.63 30 120 0.80 0.11% 2.76% 0.18% 0.18% 13 614.50 150.00B5 9.16 30 120 0.80 0.18% 2.76% 0.18% 0.24% 13 453.35 150.00B6 - - - - - - - - - - -B7 6.83 30 120 0.80 0.14% 2.76% 0.18% 0.18% 13 609.99 150.00B8 6.72 30 120 0.80 0.13% 2.76% 0.18% 0.18% 13 614.50 150.00B9 - - - - - - - - - - -B10 9.27 30 120 0.80 0.19% 2.76% 0.18% 0.25% 13 448.00 150.00B11 5.62 30 120 0.80 0.11% 2.76% 0.18% 0.18% 13 614.50 150.00B12 8.78 30 120 0.80 0.18% 2.76% 0.18% 0.23% 13 473.20 150.00B13 - - - - - - - - - - -B14 12.56 30 120 0.80 0.25% 2.76% 0.18% 0.34% 13 329.09 150.00B15 8.78 30 120 0.80 0.18% 2.76% 0.18% 0.23% 13 473.20 150.00B16 4.74 30 120 0.80 0.09% 2.76% 0.18% 0.18% 13 614.50 150.00B17 5.02 30 120 0.80 0.10% 2.76% 0.18% 0.18% 13 614.50 150.00B18 5.87 30 120 0.80 0.12% 2.76% 0.18% 0.18% 13 614.50 150.00B19 11.71 30 120 0.80 0.24% 2.76% 0.18% 0.31% 13 353.50 150.00B20 2.23 30 120 0.80 0.04% 2.76% 0.18% 0.18% 13 614.50 150.00B21 18.17 30 120 0.80 0.37% 2.76% 0.36% 0.37% 13 300.29 150.00B22 9.51 30 120 0.80 0.19% 2.76% 0.18% 0.25% 13 436.33 150.00B23 14.86 30 120 0.80 0.30% 2.76% 0.36% 0.36% 13 308.13 150.00B24 5.26 30 120 0.80 0.10% 2.76% 0.18% 0.18% 13 614.50 150.00B25 6.56 30 120 0.80 0.13% 2.76% 0.18% 0.18% 13 614.50 150.00B26 9.99 30 120 0.80 0.20% 2.76% 0.18% 0.27% 13 415.15 150.00B27 21.26 30 120 0.80 0.43% 2.76% 0.36% 0.43% 13 255.44 150.00


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BANYU URIP PROJECT


Deflection of Slabδ = mm



B1 26.10 11.13 5.00 2.78E+07 0.15 1.93 9.03 OKB2 29.60 11.13 5.00 2.78E+07 0.15 2.19 6.94 OKB3 23.85 11.43 4.50 2.78E+07 0.15 1.19 9.03 OKB4 28.60 11.13 4.50 2.78E+07 0.15 1.39 6.94 OKB5 29.10 11.13 6.00 2.78E+07 0.15 4.47 9.03 OKB6 - - - - - - - -B7 24.60 7.13 5.00 2.78E+07 0.15 1.17 9.72 OKB8 22.25 7.13 4.50 2.78E+07 0.15 0.69 9.72 OKB9 - - - - - - - -B10 20.50 7.13 5.00 2.78E+07 0.15 0.97 11.39 OKB11 21.40 7.13 4.00 2.78E+07 0.15 0.42 9.03 OKB12 21.40 7.13 5.00 2.78E+07 0.15 1.02 11.11 OKB13 - - - - - - - -B14 14.90 7.13 5.00 2.78E+07 0.15 0.71 13.89 OKB15 21.40 7.13 5.00 2.78E+07 0.15 1.02 11.11 OKB16 17.20 7.13 3.25 2.78E+07 0.15 0.15 8.33 OKB17 27.50 7.13 5.00 2.78E+07 0.15 1.31 8.33 OKB18 25.35 7.13 4.80 2.78E+07 0.15 1.02 9.03 OKB19 16.40 7.13 5.00 2.78E+07 0.15 0.78 13.33 OKB20 29.60 7.13 4.00 2.78E+07 0.15 0.58 5.56 OKB21 18.00 11.43 5.00 2.78E+07 0.15 1.37 12.50 OKB22 21.40 11.43 4.00 2.78E+07 0.15 0.67 9.03 OKB23 21.40 11.43 5.00 2.78E+07 0.15 1.63 11.11 OKB24 18.00 7.13 3.50 2.78E+07 0.15 0.21 8.89 OKB25 18.80 7.13 4.00 2.78E+07 0.15 0.37 9.72 OKB26 26.10 11.43 5.00 2.78E+07 0.15 1.99 9.03 OKB27 14.90 11.43 5.00 2.78E+07 0.15 1.13 13.89 OK

CrackMaximum crack width on tension area shall be calculated based on Gergery-Lutz expression as follow:w =where:w = crack width (mm)β = height factor (1.2 for beam, 1.35 for slab)





ws q a4/(E ts3)

1.11 x 10-6 x β x fs x 3√(d' x A)


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= 2 d' x b / (1000 / s)= 2 x 30 x 1000/(1000/150)= 9,000

so: w = 1.11e-6 x 1.35 x 234 x (30 x 9000)^(1/3)= 0.02 mm < 0.33 mm ……….. OK

mm2


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E.2 Beam Design

E.2.1 Roof Beam DesignB8

This section provide calculation for beam design to estimate beam dimension. All beam shall be re-design by 3D structure model by STAAD.Pro 2007.

Fig. E.5 Grid M, B8 beam maximum bending moment force (LC1-4a)

Fig. E.6 Grid M, B8 beam maximum shear force (LC1-4a)

661

Max: 366.709 kNm

840

110

871

341

872

342

111

113

841

662

Max: -364.887 kNm

839

660

Max: -328.823 kNm

109

112

Bending ZLoad 13 : Moment - kNm

X

Y

Z

661

Max: -203.35 kN

840

110

871

341

872

342

111

113

841

662Max: 38.15 kN

839

660

Max: 172.75 kN

109

112

Shear YLoad 13 : Force - kN

X

Y

Z


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E.2.1.1 Flexural ReinforcementBeam = 300 x 800Bottom Reinforcement at Mid SpanMu max = 352.38 kN.md' = 50 mmd = 0.75 m

= 750 mm= 0.80

Ru == 2.32 MPa

m = fy / ( 0.85 * fc' ) = 13.11 == 0.62%

ρb == fy 600 + fy= 3.68%

ρ max == 2.76%



ρ used = 0.62% (ρ used = largest of ρ min and ρ need) As =

= 1,395 db = 19 mms = 4.92 => 5 Use 5D19 for bottom flexural reinforcement at mid span

Top Reinforcement at End SpanMu max = 366.71 kN.md' = 50 mmd = 0.75

= 750= 0.80

Ru == 2.41 MPa

m = fy / ( 0.85 * fc' ) = 13.11 == 0.65%

ρb == fy 600 + fy= 3.68%


ρr (1/m) x (1 - (1 - 2m Ru/fy)0.5)

β1 * 0.85 fc' * 600

0.75 ρ balanced


ρ * b * dmm2


ρr (1/m) x (1 - (1 - 2m Ru/fy)0.5)

β1 * 0.85 fc' * 600


document.xls


6-Aug-12

Rev. 1


BANYU URIP PROJECT


ρ max == 2.76%



0.75 ρ balanced


document.xls


6-Aug-12

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BANYU URIP PROJECT


ρ used = 0.65% (ρ used = largest of ρ min and ρ need) As =

= 1,455 db = 19 mms = 5.1 => 5 Use 5D19 for top reinforcement at end span

STAAD.Pro 2007 output

BEAM NO. 661 DESIGN RESULTS - FLEXURE PER CODE ACI 318-05 LEN - 5000. MM FY - 390. FC - 35. MPA, SIZE - 300. X 800. MMS LEVEL HEIGHT BAR INFO FROM TO ANCHOR (MM) (MM) (MM) STA END _____________________________________________________________________

1 61. 3 - 25MM 0. 5000. YES YES |----------------------------------------------------------------| | CRITICAL POS MOMENT= 352.38 KN-MET AT 0.MM, LOAD 14| | REQD STEEL= 1417.MM2, ROW=0.0064, ROWMX=0.0276 ROWMN=0.0035 | | MAX/MIN/ACTUAL BAR SPACING= 284./ 50./ 89. MMS | | REQD. DEVELOPMENT LENGTH = 833. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 385801.9 cm^4 2 739. 3 - 25MM 0. 5000. YES YES |----------------------------------------------------------------| | CRITICAL NEG MOMENT= 366.71 KN-MET AT 5000.MM, LOAD 13| | REQD STEEL= 1472.MM2, ROW=0.0066, ROWMX=0.0276 ROWMN=0.0035 | | MAX/MIN/ACTUAL BAR SPACING= 284./ 50./ 89. MMS | | REQD. DEVELOPMENT LENGTH = 833. MMS | |----------------------------------------------------------------| Cracked Moment of Inertia Iz at above location = 388668.2 cm^4 B E A M N O. 661 D E S I G N R E S U L T S - SHEAR AT START SUPPORT - Vu= 74.80 KNS Vc= 213.40 KNS Vs= 0.00 KNS Tu= 13.04 KN-MET Tc= 10.0 KN-MET Ts= 17.4 KN-MET LOAD 25 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1.


ρ * b * dmm2


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PROVIDE 10 MM 2-LEGGED STIRRUPS AT 232. MM C/C FOR 1758. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.19 SQ.CM.


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AT END SUPPORT - Vu= 158.44 KNS Vc= 223.38 KNS Vs= 0.00 KNS Tu= 13.04 KN-MET Tc= 10.0 KN-MET Ts= 17.4 KN-MET LOAD 25 STIRRUPS ARE REQUIRED FOR TORSION. REINFORCEMENT FOR SHEAR IS PER CL.11.5.5.1. PROVIDE 10 MM 2-LEGGED STIRRUPS AT 232. MM C/C FOR 1758. MM ADDITIONAL LONGITUDINAL STEEL REQD. FOR TORSIONAL RESISTANCE = 3.19 SQ.CM.

___ 187J____________________ 5000X 300X 800_____________________ 188J____ ||========================================================================|| | 3No25 H 739.| 0.TO 5000| | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 9*10c/c232 | | | | | | | | | | | 9*10c/c232 | | | | | | | | | | | | | | | | | | | | | | | 3No25 H |61.| 0.TO 5000| | | | | | | | | | | | | ||========================================================================|| |___________________________________________________________________________| _____ _____ _____ _____ _____ _____ | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | | 3#25| | 3#25| | 3#25| | 3#25| | 3#25| | 3#25| | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | | 3#25| | 3#25| | 3#25| | 3#25| | 3#25| | 3#25| | ooo | | ooo | | ooo | | ooo | | ooo | | ooo | |_____| |_____| |_____| |_____| |_____| |_____|

=====================================================================

Top reinforcement= 3D25= 1472equal to 5.19 => 5D19

Bottom reinforcement= 5 D20= 1417equal to 5 => 5D19

E.2.1.2 Shear ReinforcementEnd spanVu = 203.35 kNΦ Vc = (Ref.9 Sect. 11.3 Eq. 11-3)

= 0.75 x 35^0.5 x 2/12 x 300 x 750

mm2

mm2

This result shown that STAAD.Pro 2007 calculation is almost similar to manual calculation. Difference may happen due to rounding in calculation.

0.75 x 2 √fc' b d / 12


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= 166.39 kN


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Φ Vs = Vu - Φ Vc = 203.35 - 166.39= 36.96 kN

Vs = 49.28 kNdb = 10 mmAv = (2 legs)

= 2 x 1/4 x π x 10^2= 157.08

minimum shear reinfocement : (Ref.9 Sect. 11.5.5.3)s1 = 3 Av fy / bw

= 3 x 157.08 x 390/300= 612.61 mm

s2 = 1200 Av fy / (75 √fc' bw)= 1200 x 157.08 x 390/(75 x 35^0.5 x 300)= 552.27 mm

s max = min of s1 and s2= 552.27 mm 150 mm

Use D10 - 150 for stirrup at end span

Mid spanVu = 113.84 kNΦ Vc = (Ref.9 Sect. 11.3 Eq. 11-3)

= 0.75 x 35^0.5 x 2/12 x 300 x 750= 166.39 kN

Φ Vs = Vu - Φ Vc = 113.84 - 166.39= -52.55 kN (Have to use minimum reinforcement)

Use D10 - 200 for stirrup at mid span

E.2.1.2 CrackMaximum crack width on tension area shall be calculated based on Gergery-Lutz expression as follow :w =where:w = crack width (mm)β = height factor (1.2 for beam, 1.35 for slab)



= 75 mmn = minimum number of longitudinal bar

= 5 A = effective tension area divided by number of bar

= 2 d' x b / n= 2 x 75 x 300/5= 9,000

2 x 1/4 x π x db2

mm2

0.75 x 2 √fc' b d / 12

1.11 x 10-6 x β x fs x 3√(d' x A)

mm2


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so: w = 1.11e-6 x 1.2 x 234 x (75 x 9000)^(1/3)= 0.03 mm < 0.33 mm ……….. OK


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E.2.2 Ground Beam Design

TB4

Fig. E.7 Grid M, TB4 beam maximum bending moment force (LC1-6a)

110

839

660 341 342

109

871Max: -153.210 kNm

872

Max: 264.368 kNm

113

662

841

661

840

111

112


X

Y

Z

110

839

660 341 342

109

871

Max: 110.40 kN

872

Max: -170.08 kN

113

662

841

661

840

111

112

Shear YLoad 21 : Force - kN

X

Y

Z

Fig. E.8 Grid M, TB4 beam maximum shear force (LC1-6a)


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E.2.2.1 Flexural ReinforcementBeam = 300 x 550Bottom Reinforcement at Mid SpanMu max = 172.84 kN.md' = 50 mmd = 0.50 m

= 500 mm= 0.80

Ru == 2.56 MPa

m = fy / ( 0.85 * fc' ) = 13.11 == 0.69%

ρb == fy 600 + fy= 3.68%

ρ max == 2.76%



= 0.69% (ρ used = largest of ρ min and ρ need) ρ used =As = 1,031 db = 22 mms = 2.71 => 3 Use 3D22 for bottom flexural reinforcement at mid span

Top Reinforcement at End SpanMu max = 264.37 kN.md' = 50 mmd = 0.50

= 500= 0.80

Ru == 3.92 MPa

m = fy / ( 0.85 * fc' ) = 13.11 == 1.08%

ρb == fy 600 + fy= 3.68%


ρr (1/m) x (1 - (1 - 2m Ru/fy)0.5)

β1 * 0.85 fc' * 600

0.75 ρ balanced


ρ * b * dmm2


ρr (1/m) x (1 - (1 - 2m Ru/fy)0.5)

β1 * 0.85 fc' * 600


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ρ max == 2.76%



0.75 ρ balanced


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= 1.08% (ρ used = largest of ρ min and ρ need) As =

= 1,621 db = 22 mmn = 4.26 => 5 Use 5D22 for top reinforcement at end span

E.2.1.2 Shear ReinforcementEnd spanVu = 170.08 kNΦ Vc = (Ref.9 Sect. 11.3 Eq. 11-3)

= 0.75 x 35^0.5 x 2/12 x 300 x 500= 110.93 kN

Φ Vs = Vu - Φ Vc = 170.08 - 110.93= 59.15 kN

Vs = 78.87 kNdb = 13 mmAv = (2 legs)

= 2 x 1/4 x π x 13^2= 265.46


= 3 x 265.46 x 390/300= 1035.31 mm


s max = min of s1 and s2= 933.33 mm

s = (Av x fy x d)/Vs= 265.46 x 390 x 500/(78.87 x 1000)= 656.33 mm => 150 mm

Use D13 - 150 for stirrup at end span

Mid spanVu = 68.80 kNΦ Vc = (Ref.9 Sect. 11.3 Eq. 11-3)

= 0.75 x 35^0.5 x 2/12 x 300 x 500= 110.93 kN

Φ Vs = Vu - Φ Vc = 68.8 - 110.93= -42.13 kN

Vs = -56.17 kN (Have to use minimum reinforcement)


ρ used ρ * b * d

mm2

0.75 x 2 √fc' b d / 12

2 x 1/4 x π x db2

mm2

0.75 x 2 √fc' b d / 12


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db = 13 mmUse D13 - 200 for stirrup at mid span


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E.2.1.2 CrackMaximum crack width on tension area shall be calculated based on Gergery-Lutz expression as follow :w =wherew = crack width (mm)β = height factor (1.2 for beam, 1.35 for slab)



= 50 mmn = minimum number of longitudinal bar

= 3 A = effective tension area divided by number of bar

= 2 d' x b / n= 2 x 50 x 300/3= 5,546

so: w = 1.11e-6 x 1.2 x 234 x (50 x 5546.33)^(1/3)= 0.02 mm < 0.33 mm ……….. OK

1.11 x 10-6 x β x fs x 3√(d' x A)

mm2


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E.3 Wall DesignE.3.1 Front WallWall is designed to resist blast load. Since wind load and earthquake load is smaller than blast load, it is considered adequate. (See sect. 6.2)Wb = 30.65 (shear capacity controlling)tw = 200 mm

CL Axis Tab.Panel Dimension

Lx/Ly mlx mly mtx mtyLx (m) Ly (m)

5 C1-D1 1.12 4.60 5.00 0.92 23.55 17.05 57.35 46.00D1-F1 1.12 4.60 5.00 0.92 23.55 17.05 57.35 46.00F1-G1 1.12 4.60 5.00 0.92 23.55 17.05 57.35 46.00

4 C-C1 1.12 4.10 4.60 0.89 24.70 16.00 59.30 44.00G1-H1 1.12 4.00 4.60 0.87 25.80 14.95 61.20 42.00H1-I1 1.12 4.00 4.60 0.87 25.80 14.95 61.20 42.00

3A C-C1 1.12 4.10 4.60 0.89 24.70 16.00 59.30 44.00C1-D1 1.12 4.60 5.00 0.92 23.55 17.05 57.35 46.00D1-F1 1.12 4.60 5.00 0.92 23.55 17.05 57.35 46.00F1-G1 1.12 4.60 5.00 0.92 23.55 17.05 57.35 46.00G1-H1 1.12 4.00 4.60 0.87 25.80 14.95 61.20 42.00H1-I1 1.12 4.00 4.60 0.87 25.80 14.95 61.20 42.00


CL Axis TypeMu lx Mu ly Mu tx Mu ty

kN.m/m kN.m/m kN.m/m kN.m/m5 C1-D1 1.12 15.27 13.06 37.19 35.25

D1-F1 1.12 15.27 13.06 37.19 35.25F1-G1 1.12 15.27 13.06 37.19 35.25

4 C-C1 1.12 12.73 10.38 30.55 28.54G1-H1 1.12 12.65 9.70 30.01 27.24H1-I1 1.12 12.65 9.70 30.01 27.24

3A C-C1 1.12 12.73 10.38 30.55 28.54C1-D1 1.12 15.27 13.06 37.19 35.25D1-F1 1.12 15.27 13.06 37.19 35.25F1-G1 1.12 15.27 13.06 37.19 35.25G1-H1 1.12 12.65 9.70 30.01 27.24H1-I1 1.12 12.65 9.70 30.01 27.24

Example : Front WallBottom Reinforcement X Direction

kN/m2

In this calculation, top surface is surface that facing the blast load while bottom surface mean surface in opposite direction with blast load.

0.001 m q Lx2

0.001 m q Ly2


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Mu max = 15.27 kN.md' = 30 mmd = 0.17 m

= 170 mm= 0.80β1


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Ru == 0.59 MPa

m = fy / ( 0.85 * fc' ) = 13.11 MPa== 0.15%

ρb == fy 600 + fy= 3.68%

ρ max == 2.76%


= 0.20% (ρ need = ρr if ρr > 1.4/fy)

= 0.20% < 2.77%... OK (ρ used = largest of ρ min and ρ need) As =

= 343.86 db = 13 mms = 386.01 mm => 200 mmUse D13 - 200 for bottom flexural reinforcement

Bottom Reinforcement Y DirectionMu max = 13.06 kN.md' = 30 mmd = 0.17 m

= 170 mm= 0.80

Ru == 0.50 MPa

m = fy / ( 0.85 * fc' ) = 13.11 MPa== 0.13%

ρb == fy 600 + fy= 3.68%

ρ max == 2.76%


= 0.17% (ρ need = ρr if ρr > 1.4/fy)

= 0.18% < 2.77%… OK (ρ used = largest of ρ min and ρ need)

Mu / (Φ x b x d2)

ρr (1/m) x (1 - (1 - 2m Ru/fy)0.5)

β1 * 0.85 fc' * 600

0.75 ρ balanced

ρ need


ρ used ρ * b * d

mm2


ρr (1/m) x (1 - (1 - 2m Ru/fy)0.5)

β1 * 0.85 fc' * 600

0.75 ρ balanced

ρ need


ρ used


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As == 306.00

db = 13 mms = 433.77 mm => 200 mmUse D13 - 200 for bottom flexural reinforcement


= 170 mm= 0.80

Ru == 1.43 MPa

m = fy / ( 0.85 * fc' ) = 13.11 MPa== 0.38%

ρb == fy 600 + fy= 3.68%

ρ max == 2.76%


= 0.38% (ρ need = ρr if ρr > 1.4/fy)

= 0.38% < 2.77%… OK (ρ used = largest of ρ min and ρ need) As =

= 639.09 db = 13 mms = 207.69 mm => 200 mmUse D13 - 200 for top reinforcement


= 170 mm= 0.80

Ru == 1.36 MPa

m = fy / ( 0.85 * fc' ) = 13.11 MPa=

ρ * b * dmm2


ρr (1/m) x (1 - (1 - 2m Ru/fy)0.5)

β1 * 0.85 fc' * 600

0.75 ρ balanced

ρ need


ρ used ρ * b * d

mm2


ρr (1/m) x (1 - (1 - 2m Ru/fy)0.5)


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= 0.36%ρb =

= fy 600 + fy= 3.68%

β1 * 0.85 fc' * 600


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ρ max == 2.76%


= 0.36% (ρ need = ρr if ρr > 1.4/fy)


= 610.26 db = 13 mms = 217.50 mm => 200 mmUse D13 - 200 for top reinforcement


AxisMu d' d


kN.m mm mm mm mm mmC1-D1 15.27 30 170 0.80 0.15% 2.76% 0.18% 0.20% 13 386.01 200.00D1-F1 15.27 30 170 0.80 0.15% 2.76% 0.18% 0.20% 13 386.01 200.00F1-G1 15.27 30 170 0.80 0.15% 2.76% 0.18% 0.20% 13 386.01 200.00C-C1 12.73 30 170 0.80 0.13% 2.76% 0.18% 0.18% 13 433.77 200.00G1-H1 12.65 30 170 0.80 0.13% 2.76% 0.18% 0.18% 13 433.77 200.00H1-I1 12.65 30 170 0.80 0.13% 2.76% 0.18% 0.18% 13 433.77 200.00C-C1 12.73 30 170 0.80 0.13% 2.76% 0.18% 0.18% 13 433.77 200.00C1-D1 15.27 30 170 0.80 0.15% 2.76% 0.18% 0.20% 13 386.01 200.00D1-F1 15.27 30 170 0.80 0.15% 2.76% 0.18% 0.20% 13 386.01 200.00F1-G1 15.27 30 170 0.80 0.15% 2.76% 0.18% 0.20% 13 386.01 200.00G1-H1 12.65 30 170 0.80 0.13% 2.76% 0.18% 0.18% 13 433.77 200.00H1-I1 12.65 30 170 0.80 0.13% 2.76% 0.18% 0.18% 13 433.77 200.00

0.75 ρ balanced

ρ need


ρ used ρ * b * d

mm2


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AxisMu d' d




AxisMu d' d




AxisMu d' d


kN.m mm mm mm mm mmC1-D1 35.25 30 170 0.80 0.36% 2.76% 0.36% 0.36% 13 217.50 200.00D1-F1 35.25 30 170 0.80 0.36% 2.76% 0.36% 0.36% 13 217.50 200.00F1-G1 35.25 30 170 0.80 0.36% 2.76% 0.36% 0.36% 13 217.50 200.00C-C1 28.54 30 170 0.80 0.29% 2.76% 0.36% 0.36% 13 217.50 200.00G1-H1 27.24 30 170 0.80 0.27% 2.76% 0.36% 0.36% 13 217.50 200.00H1-I1 27.24 30 170 0.80 0.27% 2.76% 0.36% 0.36% 13 217.50 200.00C-C1 28.54 30 170 0.80 0.29% 2.76% 0.36% 0.36% 13 217.50 200.00C1-D1 35.25 30 170 0.80 0.36% 2.76% 0.36% 0.36% 13 217.50 200.00D1-F1 35.25 30 170 0.80 0.36% 2.76% 0.36% 0.36% 13 217.50 200.00F1-G1 35.25 30 170 0.80 0.36% 2.76% 0.36% 0.36% 13 217.50 200.00G1-H1 27.24 30 170 0.80 0.27% 2.76% 0.36% 0.36% 13 217.50 200.00


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H1-I1 27.24 30 170 0.80 0.27% 2.76% 0.36% 0.36% 13 217.50 200.00


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E.3.2 Side Wall

Wb = 12.26 (shear capacity controlling)tw = 200 mm

CL Axis Tab.Panel Dimension

Lx/Ly mlx mly mtx mtyLx (m) Ly (m)

B1 3A-4 1.12 4.60 5.00 0.92 23.55 17.05 57.35 46.00C1 4-5 1.12 4.00 4.60 0.87 25.80 14.95 61.20 42.00G1 4-5 1.12 4.00 4.60 0.87 25.80 14.95 61.20 42.00I1 3A-4 1.12 4.60 5.00 0.92 23.55 17.05 57.35 46.00

Flexural ResistanceMux = (kN.m/m)Muy = (kN.m/m)

CL Axis TypeMu lx Mu ly Mu tx Mu ty

kN.m/m kN.m/m kN.m/m kN.m/mB1 3A-4 1.12 6.11 5.23 14.88 14.10C1 4-5 1.12 5.06 3.88 12.00 10.89G1 4-5 1.12 5.06 3.88 12.00 10.89I1 3A-4 1.12 6.11 5.23 14.88 14.10

Mu max = 14.88 kN.md' = 30 mmd = 0.17 m

= 170 mm= 0.80

Ru == 0.57 MPa

m = fy / ( 0.85 * fc' ) = 13.11 MPa== 0.15%

Shear ResistanceWb = 3065.00 kNtw = 200 mmLw = 27100 mmhw / Lw = 4600 / 27100

= 0.17αc = 1/4 (Ref. 9 sect. 21.7.4.1)Max Vu = 1/2 Wb

= 1/2 x 3065

When blast load happen, side wall has to resist both shear forces due to blast load applied to front wall and bending moment forces due to blast load applied to side wall.

kN/m2

0.001 m q Lx2

0.001 m q Ly2


ρr flexural (1/m) x (1 - (1 - 2m Ru/fy)0.5)


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= 1532.50 kNVn = 2786.36 kN


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Acv = 0.9 x tw x Lw= 0.9 x 200 x 27100= 4878000

ρr shear = 1/fy (Vn/Acv - αc√fc') (Ref. 9 eq. 21-7)= 1/390 x (2786.36 x 1000/4878000 - 0.25 x 35^0.5)= -0.23%

ρr shear smaller than 0 so no shear reinforcement needed.

Reinforcementρr minimum per side of wall

= 0.13% (Ref. 9 sect. 21.7.2.1)ρr per side of wall

= ρr shear + ρr flexural= 0 + 0.0015= 0.15%

mm2


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E.4 Column Design

C3

STAAD.Pro 2007 Output Force:Pu = 943.37 kNMuz = 182.47 kN.mMuy = 31.72 kN.m

For Forces above, STAAD.Pro 2007 give following column design result based on ACI-02.b = 400 mmh = 400 mmfy = 390 MPafc' = 35 MPaAs ratio = 3.14 %As req = 4624

= 16D20

Reinforcement bar shall be revised to D22 as supplied in construction.db = 22 mmAs = 380.13n = 12.16

=> 12use 12D22 distributed to 4 side of column.

since moment Muy is very small compared to Muz, column will be considered as uni-axial bending column.

mm2

mm2

Fig. E.9 Grid C, C3 Column maximum bending moment force (LC1-6b)

110

-12.597 kNm

Max: 12.616 kNm

839

660 341 342

109

871 872

113

33.739 kNm

Max: -80.325 kNm

662

841

661

840

111

112

-152.935 kNm

Max: 182.471 kNm


X

Y

Z


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STAAD.Pro 2007 output

==================================================================== COLUMN NO. 112 DESIGN PER ACI 318-05 - AXIAL + BENDING

FY - 390.0 FC - 35.0 MPA, SQRE SIZE - 400.0 X 400.0 MMS, TIED AREA OF STEEL REQUIRED = 4624.0 SQ. MM BAR CONFIGURATION REINF PCT. LOAD LOCATION PHI ---------------------------------------------------------- 16 - 20 MM 3.142 28 END 0.650 (PROVIDE EQUAL NUMBER OF BARS ON EACH FACE) TIE BAR NUMBER 10 SPACING 256.00 MM COLUMN INTERACTION: MOMENT ABOUT Z -AXIS (KN-MET) -------------------------------------------------------- P0 Pn max P-bal. M-bal. e-bal. (MM) 6570.83 5256.66 2006.61 430.55 214.6 M0 P-tens. Des.Pn Des.Mn e/h 300.41 -1960.36 298.84 220.85 0.12526 -------------------------------------------------------- COLUMN INTERACTION: MOMENT ABOUT Y -AXIS (KN-MET) -------------------------------------------------------- P0 Pn max P-bal. M-bal. e-bal. (MM) 6570.83 5256.66 2006.61 430.55 214.6 M0 P-tens. Des.Pn Des.Mn e/h 300.41 -1960.36 298.84 136.86 0.07762 -------------------------------------------------------- ====================================================================


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Checking of Column Capacityb = 400 mmh = 400 mmdb = 22 mmA = 380.13 mm2Pu = 943.37 kNPn = 1179.21 kNMu = 182.47 kN.mMn = 202.75 kN.m

Cb / d = εc / (εc + εs)solving equation above,Cb = 197.58 mmεc = 0.00300εs1 = -0.00195 => fs1 = -390.00 MPaεs2 = -0.00099 => fs2 = -198.10 MPaεs'3 = -0.00003 => fs'3 = -6.20 MPaεs'1 = 0.00189 => fs'1 = 377.59 MPaεs'2 = 0.00093 => fs'2 = 185.70 MPa

Reinforcement force,(+) Compression, (-) TensionAs1 = 1520.53=> Ts1 = fs1 x As1 for tens.

= -593.01 kNAs2 = 760.27=> Ts2 = fs2 x As2 for tens.

= -150.61 kNAs3 = 760.27=> Ts3 = fs3 x As3 for tens.

= -4.72 kNAs'1 = 1520.53=> Cs'1 = As'1(fs'1 - 0.85fc') for comp.

mm2

mm2

mm2

mm2

50

84

84

50 εs1

εs'2

εs'1

Cb

d = 326

Fig. E.10 Column section

εs2

εc = 0.003

Fig. E.11 Strain Diagram

0.85 x fc'

fs'1

fs'2

fs3

fs2

fs1

Fig. E.12 Stress Diagram

εs3

84


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= 528.91 kNAs'2 = 760.27=> Cs'2 = As'2(fs'2 - 0.85fc') for comp.

= 118.56 kN

mm2


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Concrete compression force,Cc = 0.85 x fc' x (b x β1 x Cb - As or As')

= (0.85 x 35 x (400 x 0.85 x 197.58 - 3801.33))/1000= 1885.39 kN

Column axial capacity, (+) compression , (-) tensionPn = Cc - Ts1 - Ts2 - Ts3 + Cs'1 + Cs'2 + Cs'3

= 1784.53 kN > 1179.21 kN … OK

Column moment capacity,Mn =

= 407.25 kN.m > 202.75 kN.m … OKColumn is able to resist load Pu = 943.37 kN and Mu = 182.47 kN.m

Column shear reinforcement,Vu = 188.66 kNΦ Vc = 0.75 x 1/6 x √fc' x b x d

= 0.75 x 1/6 x 35^0.5 x 400 x (400 - 74)/1000= 96.43 kN

Φ Vs = Vu - Φ Vc= 92.23 kN

Vs = 122.97 kNdb = 13 mmlegs = 2 (2 legs)Av =

= 2 x 1/4 x π x 13^2= 265.46

s = (Av x fy x d)/Vs= 265.46 x 390 x 350/(122.97 x 1000)= 294.67 mm => 150 mm

Use D13 - 150 for column stirrup

Cc (h/2 - 0.85Cb/2) + Ts1 (h/2 - 74) + Ts2 (h/2 - 158) + Ts3 (h/2 - Cb) + Cs'1 (h/2 - 74) + Cs'2 (h/2 - 158)

legs x 1/4 x π x db2

mm2


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E.5 Pilecap Design

Pmax = 745.38 kN

700

q = b x t x selfweight= 1 x 0.7 x 23.54

1200 = 16.5 kN/m

Mu == 1/4 x 745.38 x 1.2 + (1.4 x 1/8 x 16.48 x 1.2^2)= 227.77 kN.m

Vu = (1/2 x Pmax + 1.4 x 1/2 x q x L)= (1/2 x 745.38 + 1.4 x 1/2 x 16.48 x 1.2)= 386.53 kN

Mu max = 227.77 kN.mb = 1000 mmd' = 100 mmd = 0.60 m

= 600 mm= 0.80

Ru == 0.70 MPa

m = fy / ( 0.85 * fc' ) = 13.11 MPa== 0.18%

ρb == fy 600 + fy= 3.68%

ρ max == 2.76%


= 0.24% (ρ need = ρr if ρr > 1.4/fy)


= 1,456 db = 19 mms = 200.00 mm => 200 mm

1/4 x Pmax x L + (1.4 x 1/8 x q x L2)


ρr (1/m) x (1 - (1 - 2m Ru/fy)0.5)

β1 * 0.85 fc' * 600

0.75 ρ balanced

ρ need


ρ used ρ * b * d

mm2


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Use D19 - 200 for top & bottom flexural reinforcement


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Vu = 386.53 kNΦ Vc = (Ref.9 Sect. 11.3 Eq. 11-3)

= 0.75 x 35^0.5 x 2/12 x 1000 x 600= 443.71 kN

Φ Vs = Vu - Φ Vc = 386.53 - 0= 386.53 kN

Vs = 515.37 kNdb = 13 mmAv = (2 legs)

= 2 x 1/4 x π x 13^2= 265.46


= 3 x 265.46 x 390/1000= 310.59 mm


s max = min of s1 and s2= 280.00 mm => 200 mm

Use D13 - 200 as stirrup

CrackMaximum crack width on tension area shall be calculated based on Gergery-Lutz expression as follow:w =wherew = crack width (mm)β = height factor (1.2 for beam, 1.35 for slab)



= 100 mms = 200 mmA = effective tension area divided by number of bar

= 2 d' x b / (1000 / s)= 2 x 100 x 1000/(1000/200)= 40000

w = 1.11e-6 x 1.2 x 234 x (100 x 40000)^(1/3)= 0.05 mm < 0.33 mm …... OK

0.75 x 2 √fc' b d / 12

2 x 1/4 x π x db2

mm2

1.11 x 10-6 x β x fs x 3√(d' x A)

mm2

ATTACHMENT FREACTION TO PILE CAP

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ATTACHMENT F - REACTION TO PILE CAP

F.1 Pilecap Numbering and Arrangement

BANYU URIP PROJECT


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Fig F.1 Pilecap numbering and arrangement

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F.2 Vertical Reaction to Pilecap and Number of Pile Pilecap1 Pile

Permanent Load 2 Pile3 Pile

Table F.2.1 Ratio of Vertical Reaction due to Permanent Load to Axial Capacity of Pile 4 Pile

CL-AxisLC2-1 Pilecap Total Load Q comp n used

Fv ratioPilecap

(kN) (kN) (kN) (kN) (ea) n pileA-1 289.10 36.25 325.35 295.53 2 0.55 ###

A-2 470.81 36.25 507.06 295.53 2 0.86 ###

A-3 442.18 36.25 478.43 295.53 2 0.81 ###

A-4 223.22 10.54 233.76 295.53 1 0.79 ###

B-1 546.17 36.25 582.42 295.53 2 0.99 ###

B-2 382.12 36.25 418.37 295.53 2 0.71 ###

B-3 804.86 71.36 876.22 295.53 3 0.99 ###

B-4 325.46 36.25 361.71 295.53 2 0.61 ###

C-1 604.65 71.36 676.01 295.53 3 0.76 ###

C-2 435.28 36.25 471.53 295.53 2 0.80 ###

C-3 544.92 36.25 581.17 295.53 2 0.98 ###

C-3A 333.64 36.25 369.89 295.53 2 0.63 ###

C-4 401.75 36.25 438.00 295.53 2 0.74 ###

C1-3 353.69 36.25 389.94 295.53 2 0.66 ###

C1-3A 417.36 36.25 453.61 295.53 2 0.77 ###

C1-4 396.70 36.25 432.95 295.53 2 0.73 ###

C1-5 227.51 10.54 238.05 295.53 1 0.81 ###

D-1 470.12 36.25 506.37 295.53 2 0.86 ###

D-2 800.67 71.36 872.03 295.53 3 0.98 ###

D1-3 408.34 36.25 444.59 295.53 2 0.75 ###

D1-3A 482.59 36.25 518.84 295.53 2 0.88 ###

D1-4 421.21 36.25 457.46 295.53 2 0.77 ###

D1-5 326.07 36.25 362.32 295.53 2 0.61 ###

E-1 280.27 10.54 290.81 295.53 1 0.98 ###

E-2 175.69 10.54 186.23 295.53 1 0.63 ###

F-1 245.12 10.54 255.66 295.53 1 0.87 ###

F-2 470.10 36.25 506.35 295.53 2 0.86 ###

F1-3 301.08 36.25 337.33 295.53 2 0.57 ###

F1-3A 460.33 36.25 496.58 295.53 2 0.84 ###

F1-4 392.27 36.25 428.52 295.53 2 0.73 ###

F1-5 327.90 36.25 364.15 295.53 2 0.62 ###

G-1 302.70 36.25 338.95 295.53 2 0.57 ###

G-2 512.37 36.25 548.62 295.53 2 0.93 ###

G1-3 282.84 36.25 319.09 295.53 2 0.54 ###

G1-3A 432.60 36.25 468.85 295.53 2 0.79 ###

G1-4 411.00 36.25 447.25 295.53 2 0.76 ###

G1-5 227.54 10.54 238.08 295.53 1 0.81 ###

H-1 337.06 36.25 373.31 295.53 2 0.63 ###

H-2 515.97 36.25 552.22 295.53 2 0.93 ###

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H1-3 276.92 36.25 313.17 295.53 2 0.53 ###

H1-3A 375.87 36.25 412.12 295.53 2 0.70 ###

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CL-AxisLC2-1 Pilecap Total Load Q comp n used

Fv ratio(kN) (kN) (kN) (kN) (ea) n pile

H1-4 319.75 36.25 356.00 295.53 2 0.60 ###I-1 324.46 36.25 360.71 295.53 2 0.61 ###I-2 586.92 71.36 658.28 295.53 3 0.74 ###I1-3 240.71 36.25 276.96 295.53 2 0.47 ###I1-3A 333.16 36.25 369.41 295.53 2 0.62 ###I1-4 312.22 36.25 348.47 295.53 2 0.59 ###J-1 299.05 36.25 335.30 295.53 2 0.57 ###J-2 242.64 36.25 278.89 295.53 2 0.47 ###J-3 476.50 36.25 512.75 295.53 2 0.87 ###J-4 276.09 10.54 286.63 295.53 1 0.97 ###K-1 301.01 36.25 337.26 295.53 2 0.57 ###K-2 585.61 71.36 656.97 295.53 3 0.74 ###K-3 470.02 36.25 506.27 295.53 2 0.86 ###K-4 320.59 36.25 356.84 295.53 2 0.60 ###L-1 310.06 36.25 346.31 295.53 2 0.59 ###L-2 229.99 36.25 266.24 295.53 2 0.45 ###L-3 546.63 36.25 582.88 295.53 2 0.99 ###L-4 303.20 36.25 339.45 295.53 2 0.57 ###M-1 403.87 36.25 440.12 295.53 2 0.74 ###

M-2 299.48 36.25 335.73 295.53 2 0.57 ###

M-3 649.21 71.36 720.57 295.53 3 0.81 ###

M-4 345.49 36.25 381.74 295.53 2 0.65 ###

N-1 189.68 10.54 200.22 295.53 1 0.68 ###

N-2 366.50 36.25 402.75 295.53 2 0.68 ###

N-3 319.69 36.25 355.94 295.53 2 0.60 ###

N-4 224.76 10.54 235.30 295.53 1 0.80 ###

Total 28121.17 131 ######

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Temporary Load

Table F.2.2 Ratio of Vertical Reaction due to Temporary Load to Axial Capacity of Pile

CL-Axis ConditionPilecap Total Load Q comp n used

Fv ratio(kN) (kN) (kN) (ea) n pile

A-1 390.70 LC2-4 d 36.25 426.95 393.05 2 0.54 ###

A-2 512.42 LC2-3 d 36.25 548.67 393.05 2 0.70 ###

A-3 513.75 LC2-3 b 36.25 550.00 393.05 2 0.70 ###

A-4 259.24 LC2-3 b 10.54 269.78 393.05 1 0.69 ###

B-1 586.57 LC2-3 d 36.25 622.82 393.05 2 0.79 ###

B-2 398.29 LC2-3 c 36.25 434.54 393.05 2 0.55 ###

B-3 821.95 LC2-3 b 71.36 893.31 393.05 3 0.76 ###

B-4 353.36 LC2-3 b 10.54 363.90 393.05 1 0.93 ###

C-1 663.12 LC2-4 b 36.25 699.37 393.05 2 0.89 ###

C-2 440.59 LC2-5 a 36.25 476.84 393.05 2 0.61 ###

C-3 667.03 LC2-3 c 36.25 703.28 393.05 2 0.89 ###

C-3A 490.30 LC2-3 d 36.25 526.55 393.05 2 0.67 ###

C-4 663.29 LC2-5 b 36.25 699.54 393.05 2 0.89 ###

C1-3 389.00 LC2-3 a 36.25 425.25 393.05 2 0.54 ###

C1-3A 551.65 LC2-6 b 36.25 587.90 393.05 2 0.75 ###

C1-4 864.73 LC2-5 a 71.36 936.09 393.05 3 0.79 ###

C1-5 927.33 LC2-5 b 71.36 998.69 393.05 3 0.85 ###

D-1 515.51 LC2-3 c 36.25 551.76 393.05 2 0.70 ###

D-2 823.16 LC2-3 d 71.36 894.52 393.05 3 0.76 ###

D1-3 491.72 LC2-5 a 36.25 527.97 393.05 2 0.67 ###

D1-3A 639.52 LC2-5 b 36.25 675.77 393.05 2 0.86 ###

D1-4 666.67 LC2-6 b 36.25 702.92 393.05 2 0.89 ###

D1-5 659.89 LC2-5 b 36.25 696.14 393.05 2 0.89 ###

E-1 310.18 LC2-4 b 10.54 320.72 393.05 1 0.82 ###

E-2 179.07 LC2-5 a 10.54 189.61 393.05 1 0.48 ###

F-1 261.24 LC2-4 b 10.54 271.78 393.05 1 0.69 ###

F-2 481.66 LC2-4 a 36.25 517.91 393.05 2 0.66 ###

F1-3 382.77 LC2-5 a 36.25 419.02 393.05 2 0.53 ###

F1-3A 620.65 LC2-5 b 36.25 656.90 393.05 2 0.84 ###

F1-4 636.50 LC2-6 b 36.25 672.75 393.05 2 0.86 ###

F1-5 688.33 LC2-5 b 36.25 724.58 393.05 2 0.92 ###

G-1 313.18 LC2-4 d 10.54 323.72 393.05 1 0.82 ###

G-2 520.69 LC2-4 d 36.25 556.94 393.05 2 0.71 ###

G1-3 350.03 LC2-5 a 10.54 360.57 393.05 1 0.92 ###

G1-3A 611.35 LC2-5 b 36.25 647.60 393.05 2 0.82 ###

G1-4 973.33 LC2-5 a 71.36 1044.69 393.05 3 0.89 ###

G1-5 1058.41 LC2-5 b 71.36 1129.77 393.05 3 0.96 ###

H-1 351.38 LC2-5 a 10.54 361.92 393.05 1 0.92 ###

H-2 589.38 LC2-5 a 36.25 625.63 393.05 2 0.80 ###

H1-3 357.34 LC2-5 a 10.54 367.88 393.05 1 0.94 ###

H1-3A 492.85 LC2-6 b 36.25 529.10 393.05 2 0.67 ###

H1-4 412.12 LC2-6 b 36.25 448.37 393.05 2 0.57 ###

Vertical Load (kN)

Attachment F - of 8

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I-1 326.98 LC2-3 d 10.54 337.52 393.05 1 0.86 ###

I-2 601.20 LC2-4 b 36.25 637.45 393.05 2 0.81 ###

I1-3 283.28 LC2-5 a 10.54 293.82 393.05 1 0.75 ###

I1-3A 501.11 LC2-3 c 36.25 537.36 393.05 2 0.68 ###

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CL-Axis ConditionPilecap Total Load Q comp n used

Fv ratio(kN) (kN) (kN) (ea) n pile

I1-4 745.38 LC2-5 b 36.25 781.63 393.05 2 0.99 ###J-1 307.32 LC2-3 d 10.54 317.86 393.05 1 0.81 ###J-2 243.37 LC2-4 d 10.54 253.91 393.05 1 0.65 ###J-3 483.50 LC2-3 c 36.25 519.75 393.05 2 0.66 ###J-4 291.03 LC2-3 a 10.54 301.57 393.05 1 0.77 ###K-1 316.75 LC2-3 d 10.54 327.29 393.05 1 0.83 ###K-2 589.65 LC2-4 d 36.25 625.90 393.05 2 0.80 ###K-3 473.82 LC2-3 d 36.25 510.07 393.05 2 0.65 ###K-4 341.89 LC2-3 a 10.54 352.43 393.05 1 0.90 ###L-1 324.73 LC2-3 c 10.54 335.27 393.05 1 0.85 ###L-2 245.67 LC2-4 a 10.54 256.21 393.05 1 0.65 ###L-3 561.39 LC2-3 c 36.25 597.64 393.05 2 0.76 ###L-4 328.18 LC2-3 a 10.54 338.72 393.05 1 0.86 ###M-1 418.81 LC2-3 d 36.25 455.06 393.05 2 0.58 ###M-2 315.53 LC2-4 c 10.54 326.07 393.05 1 0.83 ###M-3 664.82 LC2-3 d 36.25 701.07 393.05 2 0.89 ###M-4 372.16 LC2-3 a 10.54 382.70 393.05 1 0.97 ###N-1 222.65 LC2-4 b 10.54 233.19 393.05 1 0.59 ###N-2 382.85 LC2-4 b 36.25 419.10 393.05 2 0.53 ###N-3 332.32 LC2-4 b 10.54 342.86 393.05 1 0.87 ###N-4 253.49 LC2-3 a 10.54 264.03 393.05 1 0.67 ###Total 34830.44 116 ###

Vertical Load (kN)

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###

F.3 Lateral Reaction to Pilecap and Number of Pile

Area of wall exposed to WbX = 4.5 x 27.10 = 121.95Total maximum WbX = 121.95 x 30.65 = 3737.77 kN

Area of wall exposed to WbZ = 4.5 x 9.00 = 40.5Total maximum WbZ = 40.5 x 30.65 = 1241.325 kN

m2

m2

Slab and tie beam are assumed rigid enough to distribute lateral load uniformly to all pile cap. Figure F.2 and figure F.3 show pilecap resisting lateral load. Pilecap considered resisting lateral load is in line with lateral load.

Attachment F - of 8

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WbX

Attachment F - of 8

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Number of pile cap resisiting WbX = 50

Fig F.2 Pilecap resisting lateral Load due to WbX

Attachment F - of 8

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WbZ

Attachment F - of 8

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Number of pile cap resisiting WbZ = 17

Fig F.3 Pilecap resisting lateral load due to WbZ

ATTACHMENT GFOUNDATION PLAN AND PILING LAYOUT DRAWING

Attachment G - of 1

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ATTACHMENT G - FOUNDATION PLAN AND PILING LAYOUT DRAWING

BANYU URIP PROJECT


Attachment G - of 1

document.xls

Fig G.1 Foundation plan and piling layout

ATTACHMENT HPLATE TABLE

Attachment H - of 1

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ATTACHMENT H - PLATE TABLE

lx

ly

where: FixedFree

Table H.1A Moment Coefficient of Plate for "c" Value Between 0.50 - 0.63 and Poisson's Ratio μ = 0.15

γ = lx/lyVarious value of "c"

0.50 0.53 0.55 0.58 0.60 0.6340.50 39.95 39.40 38.60 37.80 36.90

2.40 2.85 3.30 3.95 4.60 5.3583.30 82.50 81.70 80.55 79.40 78.0514.30 15.75 17.20 18.90 20.60 22.40

ws 29.60 29.10 28.60 28.05 27.50 26.80

Table H.1B Moment Coefficient of Plate for "c" Value Between 0.65 - 0.78 and Poisson's Ratio μ = 0.15


0.65 0.68 0.70 0.73 0.75 0.7836.00 34.95 33.90 32.70 31.50 30.40

6.10 7.00 7.90 8.85 9.80 10.0576.70 75.20 73.70 72.05 70.40 68.6024.20 26.10 28.00 30.00 32.00 34.00

ws 26.10 25.35 24.60 23.85 23.10 22.25

Table H.1C Moment Coefficient of Plate for "c" Value Between 0.80 - 0.93 and Poisson's Ratio μ = 0.15


0.80 0.83 0.85 0.88 0.90 0.9329.30 28.10 26.90 25.80 24.70 23.5510.30 12.10 13.90 14.95 16.00 17.0566.80 64.95 63.10 61.20 59.30 57.3536.00 38.00 40.00 42.00 44.00 46.00

ws 21.40 20.50 19.60 18.80 18.00 17.20

Table H.1D Moment Coefficient of Plate for "c" Value Between 0.95 - 1.15 and Poisson's Ratio μ = 0.15


0.95 0.98 1.00 1.50 1.10 1.1522.40 21.30 20.20 1.20 16.40 14.7518.10 19.15 20.20 40.20 24.20 26.45

BANYU URIP PROJECT


All Fixed Support

Type

Mu lx = 0.001*q*lx2*cMu ly = 0.001*q*lx2*cMu tx = 0.001*q*lx2*cMu ty = 0.001*q*lx2*c

All Fixed Support

Type


All Fixed Support

Type


All Fixed Support

Type

Mu lx = 0.001*q*lx2*cMu ly = 0.001*q*lx2*c

Fig H.1 Support Type of Plate

Attachment H - of 1

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55.40 53.45 51.50 18.50 44.90 41.8548.00 49.75 51.50 86.50 58.50 61.40

ws 16.40 15.65 14.90 0.90 12.10 10.95

All Fixed Support

Type Mu tx = 0.001*q*lx2*cMu ty = 0.001*q*lx2*c

ATTACHMENT ISTAAD INPUT

Attachment I - of 17

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Rev. 1


ATTACHMENT I - STAAD INPUT

STAAD SPACESTART JOB INFORMATIONENGINEER DATE 09-Feb-12END JOB INFORMATIONINPUT WIDTH 79UNIT METER KGJOINT COORDINATES1 0 8.3 0; 2 6.5 8.3 0; 3 11.5 8.3 0; 4 3.25 8.3 0; 5 9 8.3 0; 6 0 8.3 5;7 11.5 8.3 5; 8 6.5 8.3 5; 9 3.25 8.3 5; 10 9 8.3 5; 11 0 8.3 9.5;12 11.5 8.3 9.5; 13 6.5 8.3 9.5; 14 3.25 8.3 9.5; 15 9 8.3 9.5; 16 0 8.3 15.5;17 6.5 8.3 15.5; 18 11.5 8.3 15.5; 19 3.25 8.3 15.5; 20 9 8.3 15.5;21 0 8.3 19.5; 22 6.5 8.3 19.5; 24 3.25 8.3 19.5; 51 18.5 5.9 0; 52 11.5 5.9 0;53 0 5.9 0; 54 6.5 5.9 0; 55 15 5.9 0; 56 11.5 5.9 5; 57 18.5 5.9 5;58 0 5.9 5; 59 15 5.9 5; 60 11.5 5.9 9.5; 61 18.5 5.9 9.5; 62 13.5 5.9 9.5;63 0 5.9 9.5; 64 14.5 5.9 9.5; 65 15.5 5.9 9.5; 66 16.5 5.9 9.5;67 17.5 5.9 9.5; 68 15 5.9 9.5; 69 18.5 5.9 10.525; 70 13.5 5.9 10.525;71 18.5 5.9 11.55; 72 13.5 5.9 11.55; 73 18.5 5.9 12.575; 74 13.5 5.9 12.575;75 22.5 5.9 13.6; 76 18.5 5.9 13.6; 77 13.5 5.9 13.6; 78 11.5 5.9 13.6;79 19.5 5.9 13.6; 80 20.5 5.9 13.6; 81 21.5 5.9 13.6; 82 22.5 5.9 14.6;83 13.5 5.9 14.6; 84 0 5.9 15.5; 85 6.5 5.9 15.5; 86 11.5 5.9 15.5;88 22.5 5.9 15.6; 89 13.5 5.9 15.6; 90 22.5 5.9 16.6; 91 13.5 5.9 16.6;92 22.5 5.9 17.6; 93 13.5 5.9 17.6; 94 22.5 5.9 18.6; 95 18.5 5.9 18.6;96 11.5 5.9 18.6; 97 13.5 5.9 18.6; 98 0 5.9 19.5; 99 6.5 5.9 19.5;100 11.5 5.9 19.5; 101 3.25 5.9 19.5; 102 22.5 5.9 19.6; 103 13.5 5.9 19.6;104 22.5 5.9 20.6; 105 13.5 5.9 20.6; 106 22.5 5.9 21.6; 107 13.5 5.9 21.6;108 0 5.9 22.5; 109 6.5 5.9 22.5; 110 11.5 5.9 22.5; 111 3.25 5.9 22.5;112 22.5 5.9 22.6; 113 13.5 5.9 22.6; 114 22.5 5.9 23.6; 115 18.5 5.9 23.6;116 13.5 5.9 23.6; 117 11.5 5.9 23.6; 118 22.5 5.9 24.6; 119 13.5 5.9 24.6;120 22.5 5.9 25.6; 121 13.5 5.9 25.6; 122 0 5.9 26.5; 123 6.5 5.9 26.5;124 11.5 5.9 26.5; 125 3.25 5.9 26.5; 126 22.5 5.9 26.6; 127 13.5 5.9 26.6;128 22.5 5.9 27.6; 129 13.5 5.9 27.6; 130 22.5 5.9 28.6; 131 18.5 5.9 28.6;132 13.5 5.9 28.6; 133 11.5 5.9 28.6; 134 21.5 5.9 28.6; 135 20.5 5.9 28.6;136 19.5 5.9 28.6; 137 18.5 5.9 29.6; 138 13.5 5.9 29.6; 139 18.5 5.9 30.6;140 13.5 5.9 30.6; 141 0 5.9 31.3; 142 6.5 5.9 31.3; 143 11.5 5.9 31.3;144 3.25 5.9 31.3; 145 18.5 5.9 31.6; 146 13.5 5.9 31.6; 147 18.5 5.9 32.6;148 11.5 5.9 32.6; 149 13.5 5.9 32.6; 150 18.5 5.9 33.6; 151 13.5 5.9 33.6;152 18.5 5.9 34.6; 153 13.5 5.9 34.6; 154 18.5 5.9 35.6; 155 13.5 5.9 35.6;156 0 5.9 35.8; 157 6.5 5.9 35.8; 158 11.5 5.9 35.8; 159 3.25 5.9 35.8;160 18.5 5.9 36.6; 161 11.5 5.9 36.6; 162 13.5 5.9 36.6; 163 17.5 5.9 36.6;164 16.5 5.9 36.6; 165 15.5 5.9 36.6; 166 14.5 5.9 36.6; 167 15 5.9 36.6;168 0 5.9 39.8; 169 6.5 5.9 39.8; 170 11.5 5.9 39.8; 171 18.5 5.9 39.8;172 3.25 5.9 39.8; 173 15 5.9 39.8; 174 0 5.9 43.8; 175 6.5 5.9 43.8;176 11.5 5.9 43.8; 177 18.5 5.9 43.8; 178 3.25 5.9 43.8; 179 15 5.9 43.8;

BANYU URIP PROJECT



document.xls


6-Aug-12

Rev. 1


BANYU URIP PROJECT


180 0 5.9 47.8; 181 6.5 5.9 47.8; 182 11.5 5.9 47.8; 183 18.5 5.9 47.8;184 3.25 5.9 47.8; 185 15 5.9 47.8; 186 0 5.9 51.8; 187 6.5 5.9 51.8;188 11.5 5.9 51.8; 189 18.5 5.9 51.8; 190 3.25 5.9 51.8; 191 15 5.9 51.8;192 0 5.9 56.8; 193 6.5 5.9 56.8; 194 11.5 5.9 56.8; 195 18.5 5.9 56.8;196 3.25 5.9 56.8; 197 15 5.9 56.8; 201 18.5 4.88 9.5; 202 13.5 4.88 9.5;


document.xls


6-Aug-12

Rev. 1


BANYU URIP PROJECT


203 14.5 4.88 9.5; 204 15.5 4.88 9.5; 205 16.5 4.88 9.5; 206 17.5 4.88 9.5;207 18.5 4.88 10.525; 208 13.5 4.88 10.525; 209 18.5 4.88 11.55;210 13.5 4.88 11.55; 211 18.5 4.88 12.575; 212 13.5 4.88 12.575;213 22.5 4.88 13.6; 214 18.5 4.88 13.6; 215 19.5 4.88 13.6; 216 20.5 4.88 13.6;217 21.5 4.88 13.6; 218 13.5 4.88 13.6; 219 22.5 4.88 14.6; 220 13.5 4.88 14.6;221 22.5 4.88 15.6; 222 13.5 4.88 15.6; 223 22.5 4.88 16.6; 224 13.5 4.88 16.6;225 22.5 4.88 17.6; 226 13.5 4.88 17.6; 227 22.5 4.88 18.6; 228 13.5 4.88 18.6;229 22.5 4.88 19.6; 230 13.5 4.88 19.6; 231 22.5 4.88 20.6; 232 13.5 4.88 20.6;233 22.5 4.88 21.6; 234 13.5 4.88 21.6; 235 22.5 4.88 22.6; 236 13.5 4.88 22.6;237 22.5 4.88 23.6; 238 13.5 4.88 23.6; 239 22.5 4.88 24.6; 240 13.5 4.88 24.6;241 22.5 4.88 25.6; 242 13.5 4.88 25.6; 243 22.5 4.88 26.6; 244 13.5 4.88 26.6;245 22.5 4.88 27.6; 246 13.5 4.88 27.6; 247 22.5 4.88 28.6; 248 13.5 4.88 28.6;249 18.5 4.88 28.6; 250 21.5 4.88 28.6; 251 20.5 4.88 28.6; 252 19.5 4.88 28.6;253 18.5 4.88 29.6; 254 13.5 4.88 29.6; 255 18.5 4.88 30.6; 256 13.5 4.88 30.6;257 18.5 4.88 31.6; 258 13.5 4.88 31.6; 259 18.5 4.88 32.6; 260 13.5 4.88 32.6;261 18.5 4.88 33.6; 262 13.5 4.88 33.6; 263 18.5 4.88 34.6; 264 13.5 4.88 34.6;265 18.5 4.88 35.6; 266 13.5 4.88 35.6; 267 18.5 4.88 36.6; 268 13.5 4.88 36.6;269 17.5 4.88 36.6; 270 16.5 4.88 36.6; 271 15.5 4.88 36.6; 272 14.5 4.88 36.6;301 18.5 3.86 9.5; 302 13.5 3.86 9.5; 303 14.5 3.86 9.5; 304 15.5 3.86 9.5;305 16.5 3.86 9.5; 306 17.5 3.86 9.5; 307 18.5 3.86 10.525;308 13.5 3.86 10.525; 309 18.5 3.86 11.55; 310 13.5 3.86 11.55;311 18.5 3.86 12.575; 312 13.5 3.86 12.575; 313 22.5 3.86 13.6;314 18.5 3.86 13.6; 315 19.5 3.86 13.6; 316 20.5 3.86 13.6; 317 21.5 3.86 13.6;318 13.5 3.86 13.6; 319 22.5 3.86 14.6; 320 13.5 3.86 14.6; 321 22.5 3.86 15.6;322 13.5 3.86 15.6; 323 22.5 3.86 16.6; 324 13.5 3.86 16.6; 325 22.5 3.86 17.6;326 13.5 3.86 17.6; 327 22.5 3.86 18.6; 328 13.5 3.86 18.6; 329 22.5 3.86 19.6;330 13.5 3.86 19.6; 331 22.5 3.86 20.6; 332 13.5 3.86 20.6; 333 22.5 3.86 21.6;334 13.5 3.86 21.6; 335 22.5 3.86 22.6; 336 13.5 3.86 22.6; 337 22.5 3.86 23.6;338 13.5 3.86 23.6; 339 22.5 3.86 24.6; 340 13.5 3.86 24.6; 341 22.5 3.86 25.6;342 13.5 3.86 25.6; 343 22.5 3.86 26.6; 344 13.5 3.86 26.6; 345 22.5 3.86 27.6;346 13.5 3.86 27.6; 347 22.5 3.86 28.6; 348 13.5 3.86 28.6; 349 18.5 3.86 28.6;350 21.5 3.86 28.6; 351 20.5 3.86 28.6; 352 19.5 3.86 28.6; 353 18.5 3.86 29.6;354 13.5 3.86 29.6; 355 18.5 3.86 30.6; 356 13.5 3.86 30.6; 357 18.5 3.86 31.6;358 13.5 3.86 31.6; 359 18.5 3.86 32.6; 360 13.5 3.86 32.6; 361 18.5 3.86 33.6;362 13.5 3.86 33.6; 363 18.5 3.86 34.6; 364 13.5 3.86 34.6; 365 18.5 3.86 35.6;366 13.5 3.86 35.6; 367 18.5 3.86 36.6; 368 13.5 3.86 36.6; 369 17.5 3.86 36.6;370 16.5 3.86 36.6; 371 15.5 3.86 36.6; 372 14.5 3.86 36.6; 401 18.5 2.84 9.5;402 13.5 2.84 9.5; 403 14.5 2.84 9.5; 404 15.5 2.84 9.5; 405 16.5 2.84 9.5;406 17.5 2.84 9.5; 407 18.5 2.84 10.525; 408 13.5 2.84 10.525;409 18.5 2.84 11.55; 410 13.5 2.84 11.55; 411 18.5 2.84 12.575;412 13.5 2.84 12.575; 413 22.5 2.84 13.6; 414 18.5 2.84 13.6;415 19.5 2.84 13.6; 416 20.5 2.84 13.6; 417 21.5 2.84 13.6; 418 13.5 2.84 13.6;419 22.5 2.84 14.6; 420 13.5 2.84 14.6; 421 22.5 2.84 15.6; 422 13.5 2.84 15.6;423 22.5 2.84 16.6; 424 13.5 2.84 16.6; 425 22.5 2.84 17.6; 426 13.5 2.84 17.6;427 22.5 2.84 18.6; 428 13.5 2.84 18.6; 429 22.5 2.84 19.6; 430 13.5 2.84 19.6;


document.xls


6-Aug-12

Rev. 1


BANYU URIP PROJECT


431 22.5 2.84 20.6; 432 13.5 2.84 20.6; 433 22.5 2.84 21.6; 434 13.5 2.84 21.6;435 22.5 2.84 22.6; 436 13.5 2.84 22.6; 437 22.5 2.84 23.6; 438 13.5 2.84 23.6;439 22.5 2.84 24.6; 440 13.5 2.84 24.6; 441 22.5 2.84 25.6; 442 13.5 2.84 25.6;443 22.5 2.84 26.6; 444 13.5 2.84 26.6; 445 22.5 2.84 27.6; 446 13.5 2.84 27.6;447 22.5 2.84 28.6; 448 13.5 2.84 28.6; 449 18.5 2.84 28.6; 450 21.5 2.84 28.6;


document.xls


6-Aug-12

Rev. 1


BANYU URIP PROJECT


451 20.5 2.84 28.6; 452 19.5 2.84 28.6; 453 18.5 2.84 29.6; 454 13.5 2.84 29.6;455 18.5 2.84 30.6; 456 13.5 2.84 30.6; 457 18.5 2.84 31.6; 458 13.5 2.84 31.6;459 18.5 2.84 32.6; 460 13.5 2.84 32.6; 461 18.5 2.84 33.6; 462 13.5 2.84 33.6;463 18.5 2.84 34.6; 464 13.5 2.84 34.6; 465 18.5 2.84 35.6; 466 13.5 2.84 35.6;467 18.5 2.84 36.6; 468 13.5 2.84 36.6; 469 17.5 2.84 36.6; 470 16.5 2.84 36.6;471 15.5 2.84 36.6; 472 14.5 2.84 36.6; 501 0 2.5 0; 502 6.5 2.5 0;503 11.5 2.5 0; 504 3.25 2.5 0; 505 9 2.5 0; 506 0 2.5 5; 507 6.5 2.5 5;508 11.5 2.5 5; 509 3.25 2.5 5; 510 9 2.5 5; 511 0 2.5 9.5; 512 6.5 2.5 9.5;513 11.5 2.5 9.5; 514 3.25 2.5 9.5; 515 9 2.5 9.5; 516 0 2.5 15.5;517 6.5 2.5 15.5; 518 11.5 2.5 15.5; 519 3.25 2.5 15.5; 520 9 2.5 15.5;601 18.5 1.82 9.5; 602 13.5 1.82 9.5; 603 14.5 1.82 9.5; 604 15.5 1.82 9.5;605 16.5 1.82 9.5; 606 17.5 1.82 9.5; 607 18.5 1.82 10.525;608 13.5 1.82 10.525; 609 18.5 1.82 11.55; 610 13.5 1.82 11.55;611 18.5 1.82 12.575; 612 13.5 1.82 12.575; 613 22.5 1.82 13.6;614 18.5 1.82 13.6; 615 19.5 1.82 13.6; 616 20.5 1.82 13.6; 617 21.5 1.82 13.6;618 13.5 1.82 13.6; 619 22.5 1.82 14.6; 620 13.5 1.82 14.6; 621 22.5 1.82 15.6;622 13.5 1.82 15.6; 623 22.5 1.82 16.6; 624 13.5 1.82 16.6; 625 22.5 1.82 17.6;626 13.5 1.82 17.6; 627 22.5 1.82 18.6; 628 13.5 1.82 18.6; 629 22.5 1.82 19.6;630 13.5 1.82 19.6; 631 22.5 1.82 20.6; 632 13.5 1.82 20.6; 633 22.5 1.82 21.6;634 13.5 1.82 21.6; 635 22.5 1.82 22.6; 636 13.5 1.82 22.6; 637 22.5 1.82 23.6;638 13.5 1.82 23.6; 639 22.5 1.82 24.6; 640 13.5 1.82 24.6; 641 22.5 1.82 25.6;642 13.5 1.82 25.6; 643 22.5 1.82 26.6; 644 13.5 1.82 26.6; 645 22.5 1.82 27.6;646 13.5 1.82 27.6; 647 22.5 1.82 28.6; 648 13.5 1.82 28.6; 649 18.5 1.82 28.6;650 21.5 1.82 28.6; 651 20.5 1.82 28.6; 652 19.5 1.82 28.6; 653 18.5 1.82 29.6;654 13.5 1.82 29.6; 655 18.5 1.82 30.6; 656 13.5 1.82 30.6; 657 18.5 1.82 31.6;658 13.5 1.82 31.6; 659 18.5 1.82 32.6; 660 13.5 1.82 32.6; 661 18.5 1.82 33.6;662 13.5 1.82 33.6; 663 18.5 1.82 34.6; 664 13.5 1.82 34.6; 665 18.5 1.82 35.6;666 13.5 1.82 35.6; 667 18.5 1.82 36.6; 668 13.5 1.82 36.6; 669 17.5 1.82 36.6;670 16.5 1.82 36.6; 671 15.5 1.82 36.6; 672 14.5 1.82 36.6; 701 18.5 0.8 0;702 11.5 0.8 0; 703 15 0.8 0; 704 18.5 0.8 5; 705 11.5 0.8 5; 706 15 0.8 5;707 18.5 0.8 9.5; 708 11.5 0.8 9.5; 709 13.5 0.8 9.5; 710 14.5 0.8 9.5;711 15.5 0.8 9.5; 712 16.5 0.8 9.5; 713 17.5 0.8 9.5; 714 15 0.8 9.5;715 18.5 0.8 10.525; 716 13.5 0.8 10.525; 717 18.5 0.8 11.55;718 13.5 0.8 11.55; 719 18.5 0.8 12.575; 720 13.5 0.8 12.575;721 18.5 0.8 13.6; 722 22.5 0.8 13.6; 723 13.5 0.8 13.6; 724 11.5 0.8 13.6;725 19.5 0.8 13.6; 726 20.5 0.8 13.6; 727 21.5 0.8 13.6; 728 22.5 0.8 14.6;729 13.5 0.8 14.6; 730 0 0.8 15.5; 731 6.5 0.8 15.5; 732 11.5 0.8 15.5;733 3.25 0.8 15.5; 734 22.5 0.8 15.6; 735 13.5 0.8 15.6; 736 22.5 0.8 16.6;737 13.5 0.8 16.6; 738 22.5 0.8 17.6; 739 13.5 0.8 17.6; 740 18.5 0.8 18.6;741 22.5 0.8 18.6; 742 13.5 0.8 18.6; 743 11.5 0.8 18.6; 744 0 0.8 19.5;745 6.5 0.8 19.5; 746 11.5 0.8 19.5; 747 3.25 0.8 19.5; 748 22.5 0.8 19.6;749 13.5 0.8 19.6; 750 22.5 0.8 20.6; 751 13.5 0.8 20.6; 752 22.5 0.8 21.6;753 13.5 0.8 21.6; 754 0 0.8 22.5; 755 6.5 0.8 22.5; 756 11.5 0.8 22.5;757 3.25 0.8 22.5; 758 22.5 0.8 22.6; 759 13.5 0.8 22.6; 760 18.5 0.8 23.6;761 22.5 0.8 23.6; 762 13.5 0.8 23.6; 763 11.5 0.8 23.6; 764 22.5 0.8 24.6;


document.xls


6-Aug-12

Rev. 1


BANYU URIP PROJECT


765 13.5 0.8 24.6; 766 22.5 0.8 25.6; 767 13.5 0.8 25.6; 768 0 0.8 26.5;769 6.5 0.8 26.5; 770 11.5 0.8 26.5; 771 3.25 0.8 26.5; 772 22.5 0.8 26.6;773 13.5 0.8 26.6; 774 22.5 0.8 27.6; 775 13.5 0.8 27.6; 776 18.5 0.8 28.6;777 22.5 0.8 28.6; 778 13.5 0.8 28.6; 779 11.5 0.8 28.6; 780 21.5 0.8 28.6;781 20.5 0.8 28.6; 782 19.5 0.8 28.6; 783 18.5 0.8 29.6; 784 13.5 0.8 29.6;


document.xls


6-Aug-12

Rev. 1


BANYU URIP PROJECT


785 18.5 0.8 30.6; 786 13.5 0.8 30.6; 787 0 0.8 31.3; 788 6.5 0.8 31.3;789 11.5 0.8 31.3; 790 3.25 0.8 31.3; 791 18.5 0.8 31.6; 792 13.5 0.8 31.6;793 18.5 0.8 32.6; 794 13.5 0.8 32.6; 795 11.5 0.8 32.6; 796 18.5 0.8 33.6;797 13.5 0.8 33.6; 798 18.5 0.8 34.6; 799 13.5 0.8 34.6; 800 18.5 0.8 35.6;801 13.5 0.8 35.6; 802 11.5 0.8 35.8; 803 18.5 0.8 36.6; 804 13.5 0.8 36.6;805 11.5 0.8 36.6; 806 17.5 0.8 36.6; 807 16.5 0.8 36.6; 808 15.5 0.8 36.6;809 14.5 0.8 36.6; 810 15 0.8 36.6; 811 11.5 0.8 39.8; 812 18.5 0.8 39.8;813 15 0.8 39.8; 814 11.5 0.8 43.8; 815 18.5 0.8 43.8; 816 15 0.8 43.8;817 11.5 0.8 47.8; 818 18.5 0.8 47.8; 819 15 0.8 47.8; 820 11.5 0.8 51.8;821 18.5 0.8 51.8; 822 15 0.8 51.8; 823 11.5 0.8 56.8; 824 18.5 0.8 56.8;825 15 0.8 56.8; 901 0 0 0; 902 6.5 0 0; 903 11.5 0 0; 904 18.5 0 0; 905 0 0 5;906 6.5 0 5; 907 11.5 0 5; 908 18.5 0 5; 909 0 0 9.5; 910 6.5 0 9.5;911 11.5 0 9.5; 912 13.5 0 9.5; 913 18.5 0 9.5; 914 11.5 0 13.6;915 13.5 0 13.6; 916 18.5 0 13.6; 917 22.5 0 13.6; 918 11.5 0 15.5;919 0 0 15.5; 920 6.5 0 15.5; 921 11.5 0 18.6; 922 13.5 0 18.6;923 18.5 0 18.6; 924 22.5 0 18.6; 925 11.5 0 19.5; 926 0 0 19.5;927 6.5 0 19.5; 928 11.5 0 22.5; 929 0 0 22.5; 930 6.5 0 22.5; 931 11.5 0 23.6;932 13.5 0 23.6; 933 18.5 0 23.6; 934 22.5 0 23.6; 935 11.5 0 26.5;936 0 0 26.5; 937 6.5 0 26.5; 938 11.5 0 28.6; 939 13.5 0 28.6;940 18.5 0 28.6; 941 22.5 0 28.6; 942 11.5 0 31.3; 943 0 0 31.3;944 6.5 0 31.3; 945 3.25 0 31.3; 946 11.5 0 32.6; 947 13.5 0 32.6;948 18.5 0 32.6; 949 11.5 0 35.8; 950 0 0 35.8; 951 6.5 0 35.8;952 3.25 0 35.8; 953 11.5 0 36.6; 954 13.5 0 36.6; 955 18.5 0 36.6;956 0 0 39.8; 957 6.5 0 39.8; 958 11.5 0 39.8; 959 18.5 0 39.8;960 3.25 0 39.8; 961 0 0 43.8; 962 6.5 0 43.8; 963 11.5 0 43.8;964 18.5 0 43.8; 965 3.25 0 43.8; 966 0 0 47.8; 967 6.5 0 47.8;968 11.5 0 47.8; 969 18.5 0 47.8; 970 3.25 0 47.8; 971 0 0 51.8;972 6.5 0 51.8; 973 11.5 0 51.8; 974 18.5 0 51.8; 975 3.25 0 51.8;976 0 0 56.8; 977 6.5 0 56.8; 978 11.5 0 56.8; 979 18.5 0 56.8;980 3.25 0 56.8;MEMBER INCIDENCES1 926 744; 2 744 98; 3 98 21; 4 927 745; 5 99 22; 6 925 746; 7 746 100;8 101 24; 9 929 754; 10 754 108; 11 930 755; 12 755 109; 13 928 756;14 756 110; 15 936 768; 16 768 122; 17 937 769; 18 769 123; 19 935 770;20 770 124; 51 903 702; 52 904 701; 53 901 501; 54 902 502; 55 702 503;56 701 51; 57 501 53; 58 502 54; 59 503 52; 60 52 3; 61 53 1; 62 54 2;63 906 507; 64 908 704; 65 704 57; 66 910 512; 67 914 724; 68 919 730;69 920 731; 70 918 732; 71 730 516; 72 731 517; 73 732 518; 74 516 84;75 518 86; 76 517 85; 77 84 16; 78 85 17; 79 86 18; 80 938 779; 81 943 787;82 942 789; 83 944 788; 84 787 141; 85 788 142; 86 789 143; 87 795 946;88 949 802; 89 950 156; 90 951 157; 91 802 158; 92 953 805; 93 959 812;94 812 171; 95 958 811; 96 956 168; 97 811 170; 98 964 815; 99 815 177;100 963 814; 101 961 174; 102 962 175; 103 814 176; 104 969 818; 105 818 183;106 968 817; 107 966 180; 108 817 182; 109 974 821; 110 821 189; 111 973 820;112 971 186; 113 820 188; 114 979 824; 115 824 195; 116 978 823; 117 976 192;


document.xls


6-Aug-12

Rev. 1


BANYU URIP PROJECT


118 977 193; 119 823 194; 150 907 705; 151 905 506; 152 705 508; 153 506 58;154 508 56; 155 56 7; 156 58 6; 157 911 708; 158 909 511; 159 708 513;160 511 63; 161 513 60; 162 60 12; 163 63 11; 164 912 709; 165 709 602;166 913 707; 167 707 601; 168 601 401; 169 401 301; 170 301 201; 171 201 61;172 602 402; 173 402 302; 174 302 202; 175 202 62; 176 915 723; 177 723 618;


document.xls


6-Aug-12

Rev. 1


BANYU URIP PROJECT


178 916 721; 179 721 614; 180 917 722; 181 722 613; 182 613 413; 183 413 313;184 313 213; 185 213 75; 186 614 414; 187 414 314; 188 314 214; 189 214 76;190 618 418; 191 418 318; 192 318 218; 193 218 77; 194 922 742; 195 742 628;196 923 740; 197 740 95; 198 924 741; 199 741 627; 200 627 427; 201 427 327;202 327 227; 203 227 94; 204 628 428; 205 428 328; 206 328 228; 207 228 97;208 932 762; 209 762 638; 210 933 760; 211 760 115; 212 934 761; 213 761 637;214 637 437; 215 437 337; 216 337 237; 217 237 114; 218 638 438; 219 438 338;220 338 238; 221 238 116; 222 940 776; 223 939 778; 224 776 649; 225 778 648;226 941 777; 227 777 647; 228 647 447; 229 447 347; 230 347 247; 231 247 130;232 648 448; 233 448 348; 234 348 248; 235 248 132; 236 649 449; 237 449 349;238 349 249; 239 249 131; 240 947 794; 241 794 660; 242 948 793; 243 793 659;244 659 459; 245 459 359; 246 359 259; 247 259 147; 248 660 460; 249 460 360;250 360 260; 251 260 149; 252 955 803; 253 954 804; 254 803 667; 255 804 668;256 667 467; 257 467 367; 258 367 267; 259 267 160; 260 668 468; 261 468 368;262 368 268; 263 268 162; 301 1 4; 302 2 5; 303 53 54; 304 54 52; 305 4 2;306 5 3; 307 16 19; 308 17 20; 309 84 85; 310 85 86; 311 19 17; 312 20 18;313 108 111; 314 109 110; 315 111 109; 316 122 125; 317 123 124; 318 125 123;319 141 144; 320 142 143; 321 144 142; 322 156 159; 323 157 158; 324 159 157;325 174 178; 326 175 176; 327 178 175; 328 192 196; 329 193 194; 330 196 193;331 52 55; 332 55 51; 333 56 59; 334 59 57; 335 170 173; 336 173 171;337 176 179; 338 179 177; 339 182 185; 340 185 183; 341 188 191; 342 191 189;343 194 197; 344 197 195; 351 60 62; 352 62 64; 353 64 68; 354 65 66;355 66 67; 356 67 61; 357 68 65; 358 76 79; 359 78 77; 360 77 76; 361 79 80;362 80 81; 363 81 75; 364 95 94; 365 96 97; 366 97 95; 367 117 116;368 115 114; 369 116 115; 370 133 132; 371 131 136; 372 132 131; 373 134 130;374 135 134; 375 136 135; 376 148 149; 377 149 147; 378 161 162; 379 162 166;380 163 160; 381 164 163; 382 165 164; 383 166 167; 384 167 165; 401 61 69;402 62 70; 403 69 71; 404 70 72; 405 71 73; 406 72 74; 407 73 76; 408 74 77;409 75 82; 410 77 83; 411 82 88; 412 83 89; 413 76 95; 414 88 90; 415 89 91;416 90 92; 417 91 93; 418 92 94; 419 93 97; 420 94 102; 421 97 103;422 102 104; 423 103 105; 424 95 115; 425 104 106; 426 105 107; 427 106 112;428 107 113; 429 112 114; 430 113 116; 431 114 118; 432 116 119; 433 118 120;434 119 121; 435 115 131; 436 120 126; 437 121 127; 438 126 128; 439 127 129;440 128 130; 441 129 132; 442 131 137; 443 132 138; 444 137 139; 445 138 140;446 139 145; 447 140 146; 448 145 147; 449 146 149; 450 147 150; 451 149 151;452 150 152; 453 151 153; 454 152 154; 455 153 155; 456 154 160; 457 155 162;501 2 8; 502 53 58; 503 1 6; 504 3 7; 505 52 56; 506 51 57; 507 8 13;508 56 60; 509 57 61; 510 58 63; 511 6 11; 512 7 12; 513 60 78; 514 13 17;515 63 84; 516 11 16; 517 12 18; 518 78 86; 519 86 96; 520 84 98; 521 85 99;522 16 21; 523 17 22; 524 96 100; 525 98 108; 526 100 110; 527 99 109;528 110 117; 529 108 122; 530 109 123; 531 117 124; 532 124 133; 533 122 141;534 123 142; 535 133 143; 536 143 148; 537 141 156; 538 142 157; 539 148 158;540 158 161; 541 156 168; 542 157 169; 543 160 171; 544 161 170; 545 168 174;546 170 176; 547 171 177; 548 169 175; 549 174 180; 550 176 182; 551 177 183;552 175 181; 553 180 186; 554 182 188; 555 183 189; 556 181 187; 557 186 192;


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6-Aug-12

Rev. 1


BANYU URIP PROJECT


558 188 194; 559 189 195; 560 187 193; 561 4 9; 562 55 59; 563 5 10; 564 9 14;565 59 68; 566 10 15; 567 14 19; 568 15 20; 569 19 24; 570 21 24; 571 24 22;572 101 111; 573 111 125; 574 125 144; 575 144 159; 576 159 172; 577 167 173;578 172 178; 579 173 179; 580 178 184; 581 179 185; 582 184 190; 583 185 191;584 190 196; 585 191 197; 601 6 9; 602 8 10; 603 9 8; 604 10 7; 605 11 14;


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6-Aug-12

Rev. 1


BANYU URIP PROJECT


606 13 15; 607 14 13; 608 15 12; 651 98 101; 652 99 100; 653 101 99;654 168 172; 655 169 170; 656 172 169; 657 180 184; 658 181 182; 659 184 181;660 186 190; 661 187 188; 662 190 187; 701 901 905; 702 902 906; 703 705 702;704 501 506; 705 502 507; 706 503 508; 707 701 704; 708 708 705; 709 704 707;710 905 909; 711 906 910; 712 506 511; 713 507 512; 714 508 513; 715 708 709;716 724 708; 717 909 919; 718 910 920; 719 511 516; 720 512 517; 721 513 518;722 723 724; 723 732 724; 724 732 743; 725 730 744; 726 731 745; 727 743 742;728 743 746; 729 744 754; 730 745 755; 731 746 756; 732 756 763; 733 763 762;734 754 768; 735 755 769; 736 763 770; 737 770 779; 738 779 778; 739 768 787;740 769 788; 741 779 789; 742 789 795; 743 795 794; 744 943 950; 745 944 951;746 795 802; 747 802 805; 748 805 804; 749 950 956; 750 951 957; 751 803 812;752 805 811; 753 953 958; 754 812 815; 755 956 961; 756 957 962; 757 958 963;758 811 814; 759 815 818; 760 961 966; 761 962 967; 762 963 968; 763 814 817;764 818 821; 765 966 971; 766 967 972; 767 968 973; 768 817 820; 769 821 824;770 971 976; 771 972 977; 772 973 978; 773 820 823; 801 901 902; 802 902 903;803 905 906; 804 906 907; 805 909 910; 806 910 911; 807 919 920; 808 920 918;809 730 733; 810 731 732; 811 733 731; 812 744 747; 813 745 746; 814 747 745;815 754 757; 816 755 756; 817 757 755; 818 768 771; 819 769 770; 820 771 769;821 943 945; 822 944 942; 823 787 790; 824 788 789; 825 790 788; 826 945 944;827 950 952; 828 951 949; 829 952 951; 830 956 960; 831 957 958; 832 960 957;833 961 965; 834 962 963; 835 965 962; 836 966 970; 837 967 968; 838 970 967;839 971 975; 840 972 973; 841 975 972; 842 976 980; 843 977 978; 844 980 977;845 501 504; 846 502 505; 847 504 502; 848 505 503; 849 506 509; 850 507 510;851 509 507; 852 510 508; 853 511 514; 854 512 515; 855 514 512; 856 515 513;857 516 519; 858 517 520; 859 519 517; 860 520 518; 861 702 703; 862 703 701;863 705 706; 864 706 704; 865 811 813; 866 813 812; 867 814 816; 868 816 815;869 817 819; 870 819 818; 871 820 822; 872 822 821; 873 823 825; 874 825 824;901 709 716; 902 707 715; 903 715 717; 904 716 718; 905 717 719; 906 718 720;907 719 721; 908 720 723; 909 723 729; 910 728 722; 911 734 728; 912 729 735;913 721 740; 914 736 734; 915 735 737; 916 738 736; 917 737 739; 918 741 738;919 739 742; 920 742 749; 921 748 741; 922 750 748; 923 749 751; 924 740 760;925 752 750; 926 751 753; 927 758 752; 928 753 759; 929 761 758; 930 759 762;931 762 765; 932 764 761; 933 766 764; 934 765 767; 935 760 776; 936 772 766;937 767 773; 938 774 772; 939 773 775; 940 777 774; 941 775 778; 942 778 784;943 776 783; 944 783 785; 945 784 786; 946 785 791; 947 786 792; 948 791 793;949 792 794; 950 794 797; 951 793 796; 952 796 798; 953 797 799; 954 798 800;955 799 801; 956 800 803; 957 801 804; 1001 703 706; 1002 706 714;1003 733 747; 1004 747 757; 1005 757 771; 1006 771 790; 1007 945 952;1008 952 960; 1009 810 813; 1010 813 816; 1011 960 965; 1012 816 819;1013 965 970; 1014 819 822; 1015 970 975; 1016 822 825; 1017 975 980;1018 504 509; 1019 505 510; 1020 509 514; 1021 510 515; 1022 514 519;1023 515 520; 2001 709 710; 2002 710 714; 2003 711 712; 2004 712 713;2005 713 707; 2006 714 711; 2007 723 721; 2008 721 725; 2009 725 726;2010 726 727; 2011 727 722; 2012 742 740; 2013 740 741; 2014 762 760;2015 760 761; 2016 778 776; 2017 776 782; 2018 780 777; 2019 781 780;


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6-Aug-12

Rev. 1


BANYU URIP PROJECT


2020 782 781; 2021 794 793; 2022 804 809; 2023 806 803; 2024 807 806;2025 808 807; 2026 809 810; 2027 810 808; 3001 903 907; 3002 907 911;3003 911 914; 3004 914 918; 3005 918 921; 3006 921 925; 3007 925 928;3008 928 931; 3009 931 935; 3010 935 938; 3011 938 942; 3012 942 946;3013 946 949; 3014 949 953;


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6-Aug-12

Rev. 1


BANYU URIP PROJECT


ELEMENT INCIDENCES SHELL1033 722 613 619 728; 1035 613 413 419 619; 1037 413 313 319 419;1039 313 213 219 319; 1041 213 75 82 219; 1043 728 619 621 734;1044 619 419 421 621; 1045 419 319 321 421; 1046 319 219 221 321;1048 219 82 88 221; 1050 734 621 623 736; 1051 621 421 423 623;1052 421 321 323 423; 1053 321 221 223 323; 1055 221 88 90 223;1057 736 623 625 738; 1058 623 423 425 625; 1059 423 323 325 425;1060 323 223 225 325; 1062 223 90 92 225; 1064 738 625 627 741;1066 625 425 427 627; 1068 425 325 327 427; 1070 325 225 227 327;1071 225 92 94 227; 1073 741 627 629 748; 1074 627 427 429 629;1075 427 327 329 429; 1076 327 227 229 329; 1078 227 94 102 229;1080 748 629 631 750; 1081 629 429 431 631; 1082 429 329 331 431;1083 329 229 231 331; 1085 229 102 104 231; 1087 750 631 633 752;1088 631 431 433 633; 1089 431 331 333 433; 1090 331 231 233 333;1092 231 104 106 233; 1094 752 633 635 758; 1095 633 433 435 635;1096 433 333 335 435; 1097 333 233 235 335; 1099 233 106 112 235;1101 758 635 637 761; 1103 635 435 437 637; 1105 435 335 337 437;1107 335 235 237 337; 1108 235 112 114 237; 1110 761 637 639 764;1111 637 437 439 639; 1112 437 337 339 439; 1113 337 237 239 339;1115 237 114 118 239; 1117 764 639 641 766; 1118 639 439 441 641;1119 439 339 341 441; 1120 339 239 241 341; 1122 239 118 120 241;1124 766 641 643 772; 1125 641 441 443 643; 1126 441 341 343 443;1127 341 241 243 343; 1129 241 120 126 243; 1131 772 643 645 774;1132 643 443 445 645; 1133 443 343 345 445; 1134 343 243 245 345;1136 243 126 128 245; 1138 774 645 647 777; 1140 645 445 447 647;1142 445 345 347 447; 1144 345 245 247 347; 1145 245 128 130 247;1148 721 614 615 725; 1150 614 414 415 615; 1152 414 314 315 415;1154 314 214 215 315; 1156 214 76 79 215; 1158 725 615 616 726;1159 615 415 416 616; 1160 415 315 316 416; 1161 315 215 216 316;1163 215 79 80 216; 1165 726 616 617 727; 1166 616 416 417 617;1167 416 316 317 417; 1168 316 216 217 317; 1170 216 80 81 217;1171 727 617 613 722; 1172 617 417 413 613; 1173 417 317 313 413;1174 317 217 213 313; 1175 217 81 75 213; 1178 707 601 607 715;1180 601 401 407 607; 1182 401 301 307 407; 1184 301 201 207 307;1186 201 61 69 207; 1188 715 607 609 717; 1189 607 407 409 609;1190 407 307 309 409; 1191 307 207 209 309; 1193 207 69 71 209;1195 717 609 611 719; 1196 609 409 411 611; 1197 409 309 311 411;1198 309 209 211 311; 1200 209 71 73 211; 1201 719 611 614 721;1202 611 411 414 614; 1203 411 311 314 414; 1204 311 211 214 314;1205 211 73 76 214; 1208 709 602 603 710; 1210 602 402 403 603;1212 402 302 303 403; 1214 302 202 203 303; 1216 202 62 64 203;1218 710 603 604 711; 1219 603 403 404 604; 1220 403 303 304 404;1221 303 203 204 304; 1223 203 64 65 204; 1225 711 604 605 712;1226 604 404 405 605; 1227 404 304 305 405; 1228 304 204 205 305;1230 204 65 66 205; 1232 712 605 606 713; 1233 605 405 406 606;


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6-Aug-12

Rev. 1


BANYU URIP PROJECT


1234 405 305 306 406; 1235 305 205 206 306; 1237 205 66 67 206;1238 713 606 601 707; 1239 606 406 401 601; 1240 406 306 301 401;1241 306 206 201 301; 1242 206 67 61 201; 1245 723 618 612 720;1247 618 418 412 612; 1249 418 318 312 412; 1251 318 218 212 312;1253 218 77 74 212; 1255 720 612 610 718; 1256 612 412 410 610;


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6-Aug-12

Rev. 1


BANYU URIP PROJECT


1257 412 312 310 410; 1258 312 212 210 310; 1260 212 74 72 210;1262 718 610 608 716; 1263 610 410 408 608; 1264 410 310 308 408;1265 310 210 208 308; 1267 210 72 70 208; 1268 716 608 602 709;1269 608 408 402 602; 1270 408 308 302 402; 1271 308 208 202 302;1272 208 70 62 202; 1275 778 648 646 775; 1277 648 448 446 646;1279 448 348 346 446; 1281 348 248 246 346; 1283 248 132 129 246;1285 775 646 644 773; 1286 646 446 444 644; 1287 446 346 344 444;1288 346 246 244 344; 1290 246 129 127 244; 1292 773 644 642 767;1293 644 444 442 642; 1294 444 344 342 442; 1295 344 244 242 342;1297 244 127 121 242; 1299 767 642 640 765; 1300 642 442 440 640;1301 442 342 340 440; 1302 342 242 240 340; 1304 242 121 119 240;1306 765 640 638 762; 1308 640 440 438 638; 1310 440 340 338 438;1312 340 240 238 338; 1313 240 119 116 238; 1315 762 638 636 759;1316 638 438 436 636; 1317 438 338 336 436; 1318 338 238 236 336;1320 238 116 113 236; 1322 759 636 634 753; 1323 636 436 434 634;1324 436 336 334 434; 1325 336 236 234 334; 1327 236 113 107 234;1329 753 634 632 751; 1330 634 434 432 632; 1331 434 334 332 432;1332 334 234 232 332; 1334 234 107 105 232; 1336 751 632 630 749;1337 632 432 430 630; 1338 432 332 330 430; 1339 332 232 230 330;1341 232 105 103 230; 1343 749 630 628 742; 1345 630 430 428 628;1347 430 330 328 428; 1349 330 230 228 328; 1350 230 103 97 228;1352 742 628 626 739; 1353 628 428 426 626; 1354 428 328 326 426;1355 328 228 226 326; 1357 228 97 93 226; 1359 739 626 624 737;1360 626 426 424 624; 1361 426 326 324 424; 1362 326 226 224 324;1364 226 93 91 224; 1366 737 624 622 735; 1367 624 424 422 622;1368 424 324 322 422; 1369 324 224 222 322; 1371 224 91 89 222;1373 735 622 620 729; 1374 622 422 420 620; 1375 422 322 320 420;1376 322 222 220 320; 1378 222 89 83 220; 1379 729 620 618 723;1380 620 420 418 618; 1381 420 320 318 418; 1382 320 220 218 318;1383 220 83 77 218; 1386 776 649 653 783; 1388 649 449 453 653;1390 449 349 353 453; 1392 349 249 253 353; 1394 249 131 137 253;1396 783 653 655 785; 1397 653 453 455 655; 1398 453 353 355 455;1399 353 253 255 355; 1401 253 137 139 255; 1403 785 655 657 791;1404 655 455 457 657; 1405 455 355 357 457; 1406 355 255 257 357;1408 255 139 145 257; 1410 791 657 659 793; 1412 657 457 459 659;1414 457 357 359 459; 1416 357 257 259 359; 1417 257 145 147 259;1419 793 659 661 796; 1420 659 459 461 661; 1421 459 359 361 461;1422 359 259 261 361; 1424 259 147 150 261; 1426 796 661 663 798;1427 661 461 463 663; 1428 461 361 363 463; 1429 361 261 263 363;1431 261 150 152 263; 1433 798 663 665 800; 1434 663 463 465 665;1435 463 363 365 465; 1436 363 263 265 365; 1438 263 152 154 265;1440 800 665 667 803; 1442 665 465 467 667; 1444 465 365 367 467;1446 365 265 267 367; 1447 265 154 160 267; 1450 804 668 666 801;1452 668 468 466 666; 1454 468 368 366 466; 1456 368 268 266 366;1458 268 162 155 266; 1460 801 666 664 799; 1461 666 466 464 664;


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6-Aug-12

Rev. 1


BANYU URIP PROJECT


1462 466 366 364 464; 1463 366 266 264 364; 1465 266 155 153 264;1467 799 664 662 797; 1468 664 464 462 662; 1469 464 364 362 462;1470 364 264 262 362; 1472 264 153 151 262; 1474 797 662 660 794;1476 662 462 460 660; 1478 462 362 360 460; 1480 362 262 260 360;1481 262 151 149 260; 1483 794 660 658 792; 1484 660 460 458 658;


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6-Aug-12

Rev. 1


BANYU URIP PROJECT


1485 460 360 358 458; 1486 360 260 258 358; 1488 260 149 146 258;1490 792 658 656 786; 1491 658 458 456 656; 1492 458 358 356 456;1493 358 258 256 356; 1495 258 146 140 256; 1497 786 656 654 784;1498 656 456 454 654; 1499 456 356 354 454; 1500 356 256 254 354;1502 256 140 138 254; 1503 784 654 648 778; 1504 654 454 448 648;1505 454 354 348 448; 1506 354 254 248 348; 1507 254 138 132 248;1509 803 667 669 806; 1510 667 467 469 669; 1511 467 367 369 469;1512 367 267 269 369; 1514 267 160 163 269; 1516 806 669 670 807;1517 669 469 470 670; 1518 469 369 370 470; 1519 369 269 270 370;1521 269 163 164 270; 1523 807 670 671 808; 1524 670 470 471 671;1525 470 370 371 471; 1526 370 270 271 371; 1528 270 164 165 271;1530 808 671 672 809; 1531 671 471 472 672; 1532 471 371 372 472;1533 371 271 272 372; 1535 271 165 166 272; 1536 809 672 668 804;1537 672 472 468 668; 1538 472 372 368 468; 1539 372 272 268 368;1540 272 166 162 268; 1542 777 647 650 780; 1543 647 447 450 650;1544 447 347 350 450; 1545 347 247 250 350; 1547 247 130 134 250;1549 780 650 651 781; 1550 650 450 451 651; 1551 450 350 351 451;1552 350 250 251 351; 1554 250 134 135 251; 1556 781 651 652 782;1557 651 451 452 652; 1558 451 351 352 452; 1559 351 251 252 352;1561 251 135 136 252; 1562 782 652 649 776; 1563 652 452 449 649;1564 452 352 349 449; 1565 352 252 249 349; 1566 252 136 131 249;UNIT CM KGELEMENT PROPERTY1033 1035 1037 1039 1041 1043 TO 1046 1048 1050 TO 1053 1055 1057 TO 1060 -1062 1064 1066 1068 1070 1071 1073 TO 1076 1078 1080 TO 1083 1085 -1087 TO 1090 1092 1094 TO 1097 1099 1101 1103 1105 1107 1108 1110 TO 1113 -1115 1117 TO 1120 1122 1124 TO 1127 1129 1131 TO 1134 1136 1138 1140 1142 -1144 1145 1148 1150 1152 1154 1156 1158 TO 1161 1163 1165 TO 1168 -1170 TO 1175 1178 1180 1182 1184 1186 1188 TO 1191 1193 1195 TO 1198 1200 -1201 TO 1205 1208 1210 1212 1214 1216 1218 TO 1221 1223 1225 TO 1228 1230 -1232 TO 1235 1237 TO 1242 1245 1247 1249 1251 1253 1255 TO 1258 1260 1262 -1263 TO 1265 1267 TO 1272 1275 1277 1279 1281 1283 1285 TO 1288 1290 1292 -1293 TO 1295 1297 1299 TO 1302 1304 1306 1308 1310 1312 1313 1315 TO 1318 -1320 1322 TO 1325 1327 1329 TO 1332 1334 1336 TO 1339 1341 1343 1345 1347 -1349 1350 1352 TO 1355 1357 1359 TO 1362 1364 1366 TO 1369 1371 1373 TO 1376 -1378 TO 1383 1386 1388 1390 1392 1394 1396 TO 1399 1401 1403 TO 1406 1408 -1410 1412 1414 1416 1417 1419 TO 1422 1424 1426 TO 1429 1431 1433 TO 1436 -1438 1440 1442 1444 1446 1447 1450 1452 1454 1456 1458 1460 TO 1463 1465 -1467 TO 1470 1472 1474 1476 1478 1480 1481 1483 TO 1486 1488 1490 TO 1493 -1495 1497 TO 1500 1502 TO 1507 1509 TO 1512 1514 1516 TO 1519 1521 -1523 TO 1526 1528 1530 TO 1533 1535 TO 1540 1542 TO 1545 1547 -1549 THICKNESS 201550 TO 1552 1554 1556 TO 1559 1561 TO 1566 THICKNESS 20UNIT METER KGDEFINE MATERIAL START


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6-Aug-12

Rev. 1


BANYU URIP PROJECT


ISOTROPIC CONCRETEE 2.21467e+009POISSON 0.17DENSITY 2400ALPHA 1e-005


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BANYU URIP PROJECT


DAMP 0.05END DEFINE MATERIALMEMBER PROPERTY AMERICAN1 TO 20 PRIS YD 0.3 ZD 0.351 TO 119 PRIS YD 0.4 ZD 0.4150 TO 263 PRIS YD 0.5 ZD 0.5301 TO 330 PRIS YD 0.5 ZD 0.3331 TO 344 PRIS YD 0.55 ZD 0.3351 TO 384 PRIS YD 0.5 ZD 0.3401 TO 457 PRIS YD 0.5 ZD 0.3501 TO 560 PRIS YD 0.4 ZD 0.25561 TO 585 PRIS YD 0.4 ZD 0.25601 TO 608 PRIS YD 0.8 ZD 0.3651 TO 662 PRIS YD 0.8 ZD 0.3701 TO 773 PRIS YD 0.5 ZD 0.3801 TO 844 PRIS YD 0.5 ZD 0.3845 TO 860 PRIS YD 0.5 ZD 0.3861 TO 874 PRIS YD 0.55 ZD 0.3901 TO 957 PRIS YD 0.5 ZD 0.31001 TO 1017 PRIS YD 0.4 ZD 0.251018 TO 1023 PRIS YD 0.4 ZD 0.252001 TO 2027 PRIS YD 0.6 ZD 0.43001 TO 3014 PRIS YD 0.6 ZD 0.4CONSTANTSMATERIAL CONCRETE ALLSUPPORTS901 TO 917 919 TO 924 926 927 929 TO 934 936 TO 941 943 944 946 TO 948 950 -951 953 TO 959 961 TO 964 966 TO 969 971 TO 974 976 TO 979 PINNEDUNIT CM KGMEMBER OFFSET701 702 710 711 717 718 744 745 749 750 753 755 TO 757 760 TO 762 765 TO 767 -770 TO 772 3001 TO 3004 3006 3009 3011 3013 START 0 0 40701 702 710 711 717 718 744 745 749 750 753 755 TO 757 760 TO 762 765 TO 767 -770 TO 772 3001 TO 3003 3005 3008 3010 3012 3014 END 0 0 -40801 TO 808 821 822 827 828 830 831 833 834 836 837 839 840 842 843 START 40 0 0801 TO 807 822 826 828 829 831 832 834 835 837 838 840 841 843 844 END -40 0 0821 END 0 0 0826 START 0 0 0827 END 0 0 0829 START 0 0 0830 END 0 0 0832 START 0 0 0833 END 0 0 0835 START 0 0 0836 END 0 0 0838 START 0 0 0


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6-Aug-12

Rev. 1


BANYU URIP PROJECT


839 END 0 0 0841 START 0 0 0842 END 0 0 0844 START 0 0 0UNIT METER KG


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6-Aug-12

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LOAD 1 DEAD LOAD (DL)SELFWEIGHT Y -1** REDUCTION FACTOR FOR DEAD LOAD & LIVE LOAD (20%) CONSIDERING PILE RAFT SYSTEMFLOOR LOAD** SELFWEIGHT OF SLAB (150 MM THK) **YRANGE 0.8 0.8 FLOAD -288 XRANGE 0 11.5 ZRANGE 15.5 31.3 YRANGE 0.8 0.8 FLOAD -288 XRANGE 11.5 18.5 ZRANGE 0 56.8 YRANGE 0.8 0.8 FLOAD -288 XRANGE 18.5 22.5 ZRANGE 13.6 28.6 YRANGE 0 0 FLOAD -288 XRANGE 0 11.5 ZRANGE 31.3 56.8 ** FINISHING LOAD **YRANGE 0.8 0.8 FLOAD -48 XRANGE 0 11.5 ZRANGE 15.5 31.3 YRANGE 0.8 0.8 FLOAD -48 XRANGE 11.5 18.5 ZRANGE 0 56.8 YRANGE 0.8 0.8 FLOAD -48 XRANGE 18.5 22.5 ZRANGE 13.6 28.6 YRANGE 0 0 FLOAD -48 XRANGE 0 11.5 ZRANGE 31.3 56.8 ** ELEVATION +2.500 **** SELFWEIGHT OF SLAB (150 MM THK) **YRANGE 2.5 2.5 FLOAD -360 XRANGE 0 11.5 ZRANGE 0 15.5 ** ON ROOF **FLOOR LOADYRANGE 8.3 8.3 FLOAD -360 XRANGE 0 11.5 ZRANGE 0 15.5 YRANGE 8.3 8.3 FLOAD -360 XRANGE 0 6.5 ZRANGE 15.5 19.5 YRANGE 5.9 5.9 FLOAD -360 XRANGE 6.5 11.5 ZRANGE 15.5 19.5 YRANGE 5.9 5.9 FLOAD -360 XRANGE 0 11.5 ZRANGE 19.5 31.3 YRANGE 5.9 5.9 FLOAD -360 XRANGE 11.5 18.5 ZRANGE 0 56.8 YRANGE 5.9 5.9 FLOAD -360 XRANGE 18.5 22.5 ZRANGE 13.6 28.6 YRANGE 5.9 5.9 FLOAD -360 XRANGE 0 11.5 ZRANGE 31.3 56.8 ** FINISHING LOAD (DUCTING, CEILING, SCREED & INSULATION)=100 KG/M2 **YRANGE 8.3 8.3 FLOAD -100 XRANGE 0 11.5 ZRANGE 0 15.5 YRANGE 8.3 8.3 FLOAD -100 XRANGE 0 6.5 ZRANGE 15.5 19.5 YRANGE 5.9 5.9 FLOAD -100 XRANGE 6.5 11.5 ZRANGE 15.5 19.5 YRANGE 5.9 5.9 FLOAD -100 XRANGE 0 11.5 ZRANGE 19.5 31.3 YRANGE 5.9 5.9 FLOAD -100 XRANGE 11.5 18.5 ZRANGE 0 56.8 YRANGE 5.9 5.9 FLOAD -100 XRANGE 18.5 22.5 ZRANGE 13.6 28.6 YRANGE 5.9 5.9 FLOAD -100 XRANGE 0 11.5 ZRANGE 31.3 56.8 MEMBER LOAD** BRICKWALL 150 MM THK = 250 KG/M2 (H=4.5M) **703 707 TO 709 716 723 TO 725 728 729 731 732 734 736 737 739 TO 742 744 746 -747 749 751 752 754 755 758 TO 760 763 TO 765 768 TO 770 773 815 TO 820 823 -824 TO 825 827 TO 829 833 TO 835 842 TO 844 861 862 865 TO 874 2012 2013 2015 -2016 UNI GY -1125** BRICKWALL 150 MM THK = 250 KG/M2 (H=3.0M) AT ELECTRICAL ROOM **704 706 712 714 719 721 845 TO 848 857 TO 860 UNI GY -750** BRICKWALL 150 MM THK = 250 KG/M2 (H=2.0M) AT ELECTRICAL ROOM **303 304 309 310 502 505 508 510 513 515 518 UNI GY -500** BRICKWALL 150 MM THK = 250 KG/M2 (H=1.2M) AT MECHANICAL ROOM **809 TO 811 UNI GY -300LOAD 2 LIVE LOAD (LL)FLOOR LOAD


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YRANGE 0.8 0.8 FLOAD -240 XRANGE 0 11.5 ZRANGE 15.5 31.3 YRANGE 0.8 0.8 FLOAD -240 XRANGE 11.5 18.5 ZRANGE 0 56.8 YRANGE 0.8 0.8 FLOAD -240 XRANGE 18.5 22.5 ZRANGE 13.6 28.6 YRANGE 0 0 FLOAD -560 XRANGE 0 11.5 ZRANGE 31.3 56.8 ** ELEVATION +2.500 **YRANGE 2.5 2.5 FLOAD -700 XRANGE 0 11.5 ZRANGE 0 15.5


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LOAD 3 LIVE LOAD ON ROOF (LR)** ON ROOF **FLOOR LOADYRANGE 8.3 8.3 FLOAD -100 XRANGE 0 11.5 ZRANGE 0 15.5 YRANGE 8.3 8.3 FLOAD -100 XRANGE 0 6.5 ZRANGE 15.5 19.5 YRANGE 5.9 5.9 FLOAD -100 XRANGE 0 11.5 ZRANGE 15.5 31.3 YRANGE 5.9 5.9 FLOAD -100 XRANGE 11.5 18.5 ZRANGE 0 56.8 YRANGE 5.9 5.9 FLOAD -100 XRANGE 18.5 22.5 ZRANGE 13.6 28.6 YRANGE 5.9 5.9 FLOAD -100 XRANGE 0 11.5 ZRANGE 31.3 56.8 **LOAD 4 WIND LOAD X-DIR (WX)** WIND LOAD 38 KG/M2 **FLOOR LOADZRANGE 0 0 FLOAD 38 XRANGE 0 11.5 YRANGE 0 8.3 GZZRANGE 0 0 FLOAD 38 XRANGE 11.5 18.5 YRANGE 0.8 5.9 GZZRANGE 56.8 56.8 FLOAD 38 XRANGE 0 11.5 YRANGE 0 8.3 GZZRANGE 56.8 56.8 FLOAD 38 XRANGE 11.5 18.5 YRANGE 0.8 5.9 GZXRANGE 0 0 FLOAD 35 YRANGE 0 5.9 ZRANGE 0 15.5 GXXRANGE 0 0 FLOAD 35 YRANGE 5.9 8.3 ZRANGE 0 15.5 GXXRANGE 0 0 FLOAD 35 YRANGE 0.8 5.9 ZRANGE 15.5 31.3 GXXRANGE 0 0 FLOAD 35 YRANGE 0 5.9 ZRANGE 31.3 51.8 GXXRANGE 0 0 FLOAD 48 YRANGE 0 5.9 ZRANGE 51.8 56.8 GXXRANGE 18.5 18.5 FLOAD 38 YRANGE 0.8 5.9 ZRANGE 0 9.5 GXXRANGE 18.5 18.5 FLOAD 38 YRANGE 0.8 5.9 ZRANGE 36.6 56.8 GXXRANGE 11.5 11.5 FLOAD 38 YRANGE 5.9 8.3 ZRANGE 0 15.5 GXELEMENT LOAD1148 1150 1152 1154 1156 1158 TO 1161 1163 1165 TO 1168 1170 TO 1175 PR GZ 381542 TO 1545 1547 1549 TO 1552 1554 1556 TO 1559 1561 TO 1566 PR GZ 381033 1035 1037 1039 1041 1043 TO 1046 1048 1050 TO 1053 1055 1057 TO 1060 -1062 1064 1066 1068 1070 1071 1073 TO 1076 1078 1080 TO 1083 1085 -1087 TO 1090 1092 1094 TO 1097 1099 1101 1103 1105 1107 1108 1110 TO 1113 -1115 1117 TO 1120 1122 1124 TO 1127 1129 1131 TO 1134 1136 1138 1140 1142 -1144 1145 PR GX 381178 1180 1182 1184 1186 1188 TO 1191 1193 1195 TO 1198 1200 TO 1205 PR GX 381386 1388 1390 1392 1394 1396 TO 1399 1401 1403 TO 1406 1408 1410 1412 1414 -1416 1417 1419 TO 1422 1424 1426 TO 1429 1431 1433 TO 1436 1438 1440 1442 -1444 1446 1447 PR GX 38**LOAD 5 WIND LOAD Z-DIR (WZ)** WIND LOAD 38 KG/M2 **FLOOR LOADZRANGE 0 0 FLOAD 37 XRANGE 0 6.5 YRANGE 0 8.3 GZZRANGE 0 0 FLOAD 28 XRANGE 6.5 11.5 YRANGE 0 8.3 GZZRANGE 0 0 FLOAD 38 XRANGE 11.5 18.5 YRANGE 0.8 5.9 GZZRANGE 56.8 56.8 FLOAD 48 XRANGE 0 6.5 YRANGE 0 8.3 GZZRANGE 56.8 56.8 FLOAD 35 XRANGE 6.5 11.5 YRANGE 0 8.3 GZZRANGE 56.8 56.8 FLOAD 38 XRANGE 11.5 18.5 YRANGE 0.8 5.9 GZXRANGE 0 0 FLOAD 38 YRANGE 0 5.9 ZRANGE 0 15.5 GX


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XRANGE 0 0 FLOAD 38 YRANGE 5.9 8.3 ZRANGE 0 15.5 GXXRANGE 0 0 FLOAD 38 YRANGE 0.8 5.9 ZRANGE 15.5 31.3 GXXRANGE 0 0 FLOAD 38 YRANGE 0 5.9 ZRANGE 31.3 56.8 GXXRANGE 18.5 18.5 FLOAD 38 YRANGE 0.8 5.9 ZRANGE 0 9.5 GXXRANGE 18.5 18.5 FLOAD 38 YRANGE 0.8 5.9 ZRANGE 36.6 56.8 GXXRANGE 11.5 11.5 FLOAD 38 YRANGE 5.9 8.3 ZRANGE 0 15.5 GX


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ELEMENT LOAD1148 1150 1152 1154 1156 1158 TO 1161 1163 1165 TO 1168 1170 TO 1175 PR GZ 281542 TO 1545 1547 1549 TO 1552 1554 1556 TO 1559 1561 TO 1566 PR GZ 351386 1388 1390 1392 1394 1396 TO 1399 1401 1403 TO 1406 1408 1410 1412 1414 -1416 1417 1419 TO 1422 1424 1426 TO 1429 1431 1433 TO 1436 1438 1440 1442 -1444 1446 1447 PR GX 381033 1035 1037 1039 1041 1043 TO 1046 1048 1050 TO 1053 1055 1057 TO 1060 -1062 1064 1066 1068 1070 1071 1073 TO 1076 1078 1080 TO 1083 1085 -1087 TO 1090 1092 1094 TO 1097 1099 1101 1103 1105 1107 1108 1110 TO 1113 -1115 1117 TO 1120 1122 1124 TO 1127 1129 1131 TO 1134 1136 1138 1140 1142 -1144 1145 PR GX 381178 1180 1182 1184 1186 1188 TO 1191 1193 1195 TO 1198 1200 TO 1205 PR GX 38**LOAD 6 BLAST LOAD X-DIR (WBX)ELEMENT LOAD** ON FRONT WALL **1178 1180 1182 1184 1186 1188 TO 1191 1193 1195 TO 1198 1200 TO 1204 -1205 PR GX -30651033 1035 1037 1039 1041 1043 TO 1046 1048 1050 TO 1053 1055 1057 TO 1060 -1062 1064 1066 1068 1070 1071 1073 TO 1076 1078 1080 TO 1083 1085 -1087 TO 1090 1092 1094 TO 1097 1099 1101 1103 1105 1107 1108 1110 TO 1113 -1115 1117 TO 1120 1122 1124 TO 1127 1129 1131 TO 1134 1136 1138 1140 1142 -1144 1145 PR GX -30651386 1388 1390 1392 1394 1396 TO 1399 1401 1403 TO 1406 1408 1410 1412 1414 -1416 1417 1419 TO 1422 1424 1426 TO 1429 1431 1433 TO 1436 1438 1440 1442 -1444 1446 1447 PR GX -3065** ON SIDE WALL **1148 1150 1152 1154 1156 1158 TO 1161 1163 1165 TO 1168 1170 TO 1175 PR GZ 30651542 TO 1545 1547 1549 TO 1552 1554 1556 TO 1559 1561 TO 1566 PR GZ -3065FLOOR LOAD** ON ROOF **YRANGE 5.9 5.9 FLOAD 1226 XRANGE 13.5 18.5 ZRANGE 9.5 36.6 YRANGE 5.9 5.9 FLOAD 1226 XRANGE 18.5 22.5 ZRANGE 13.6 28.6 **LOAD 7 BLAST LOAD Z-DIR (WBZ)ELEMENT LOAD** ON FRONT WALL **1148 1150 1152 1154 1156 1158 TO 1161 1163 1165 TO 1168 1170 TO 1175 PR GZ 3065** ON SIDE WALL **1033 1035 1037 1039 1041 1043 TO 1046 1048 1050 TO 1053 1055 1057 TO 1060 -1062 1064 1066 1068 1070 1071 1073 TO 1076 1078 1080 TO 1083 1085 -1087 TO 1090 1092 1094 TO 1097 1099 1101 1103 1105 1107 1108 1110 TO 1113 -1115 1117 TO 1120 1122 1124 TO 1127 1129 1131 TO 1134 1136 1138 1140 1142 -1144 1145 PR GX -1226FLOOR LOAD** ON ROOF **YRANGE 5.9 5.9 FLOAD 1226 XRANGE 13.5 18.5 ZRANGE 9.5 36.6 YRANGE 5.9 5.9 FLOAD 1226 XRANGE 18.5 22.5 ZRANGE 13.6 28.6


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**LOAD 8 EARTHQUAKE LOAD X-DIR (EX)UNIT METER MTON


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JOINT LOAD1 TO 3 6 7 11 12 16 TO 18 FX 2.9621 22 24 FX 0.6501 TO 503 506 TO 508 511 TO 513 516 TO 518 FX 1.1951 TO 54 56 TO 58 60 TO 63 75 TO 77 84 TO 86 94 95 97 98 100 108 TO 110 114 -115 TO 116 122 TO 124 130 TO 132 141 TO 143 147 149 156 TO 158 160 162 168 -170 171 174 TO 177 180 182 183 186 188 189 192 TO 195 FX 1.97**LOAD 9 EARTHQUAKE LOAD Z-DIR (EZ)JOINT LOAD1 TO 3 6 7 11 12 16 TO 18 FZ 2.9621 22 24 FZ 0.6501 TO 503 506 TO 508 511 TO 513 516 TO 518 FZ 1.1951 TO 54 56 TO 58 60 TO 63 75 TO 77 84 TO 86 94 95 97 98 100 108 TO 110 114 -115 TO 116 122 TO 124 130 TO 132 141 TO 143 147 149 156 TO 158 160 162 168 -170 171 174 TO 177 180 182 183 186 188 189 192 TO 195 FZ 1.97******************************** $$$ PILING DESIGN $$$ *********************************** PERMANENT LOAD **************************LOAD COMB 10 (D + L + LR)*1 1.0 2 1.0 3 1.0************************* TEMPORARY LOAD **************************LOAD COMB 11 (D + L + LR + WX)*1 1.0 2 1.0 3 1.0 4 1.0*LOAD COMB 12 (D + L + LR + WZ)*1 1.0 2 1.0 3 1.0 5 1.0*LOAD COMB 13 (D + L + LR - WX)*1 1.0 2 1.0 3 1.0 4 -1.0*LOAD COMB 14 (D + L + LR - WZ)*1 1.0 2 1.0 3 1.0 5 -1.0*LOAD COMB 15 (D + L + LR + EX + 0.3 EZ)*1 1.0 2 1.0 3 1.0 8 1.0 9 0.3*LOAD COMB 16 (D + L + LR + EX - 0.3 EZ)*1 1.0 2 1.0 3 1.0 8 1.0 9 -0.3*LOAD COMB 17 (D + L + LR - EX + 0.3 EZ)*1 1.0 2 1.0 3 1.0 8 -1.0 9 0.3*LOAD COMB 18 (D + L + LR - EX - 0.3 EZ)*1 1.0 2 1.0 3 1.0 8 -1.0 9 -0.3*LOAD COMB 19 (D + L + LR + EZ + 0.3 EX)*1 1.0 2 1.0 3 1.0 9 1.0 8 0.3*LOAD COMB 20 (D + L + LR + EZ - 0.3 EX)*1 1.0 2 1.0 3 1.0 9 1.0 8 -0.3*LOAD COMB 21 (D + L + LR - EZ + 0.3 EX)*1 1.0 2 1.0 3 1.0 9 -1.0 8 0.3


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*LOAD COMB 22 (D + L + LR - EZ - 0.3 EX)*1 1.0 2 1.0 3 1.0 9 -1.0 8 -0.3*LOAD COMB 23 (D + L + LR + WBX)*1 1.0 2 1.0 3 1.0 6 1.0*LOAD COMB 24 (D + L + LR - WBX)*1 1.0 2 1.0 3 1.0 6 -1.0


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*LOAD COMB 25 (D + L + LR + WBZ)*1 1.0 2 1.0 3 1.0 7 1.0*LOAD COMB 26 (D + L + LR - WBZ)*1 1.0 2 1.0 3 1.0 7 -1.0*********************************** $$$ CONCRETE DESIGN $$$ ************************************************************ PERMANENT LOAD *************************LOAD COMB 10 (1.4D)1 1.4 LOAD COMB 11 (1.2D + 1.6L + 0.5LR)1 1.2 2 1.6 3 0.5 LOAD COMB 12 (1.2D + 1.6LR + LR)1 1.2 3 1.6 2 1.0 ************************* TEMPORARY LOAD *************************LOAD COMB 13 (1.2D + 1.6LR + 0.8WX)1 1.2 3 1.6 4 0.8 LOAD COMB 14 (1.2D + 1.6LR - 0.8WX)1 1.2 3 1.6 4 -0.8 LOAD COMB 15 (1.2D + 1.6LR + 0.8WZ)1 1.2 3 1.6 5 0.8 LOAD COMB 16 (1.2D + 1.6LR - 0.8WZ)1 1.2 3 1.6 5 -0.8 LOAD COMB 17 (1.2D + 1.6WX + L + 0.5LR)1 1.2 4 1.6 2 1.0 3 0.5 LOAD COMB 18 (1.2D -1.6WX + L + 0.5LR)1 1.2 4 -1.6 2 1.0 3 0.5 LOAD COMB 19 (1.2D + 1.6WZ + L + 0.5LR)1 1.2 5 1.6 2 1.0 3 0.5 LOAD COMB 20 (1.2D -1.6WZ + L + 0.5LR)1 1.2 5 -1.6 2 1.0 3 0.5 LOAD COMB 21 (1.2D + L + 1.4 EX + 0.42 EZ)1 1.2 2 1.0 8 1.4 9 0.42 LOAD COMB 22 (1.2D + L + 1.4 EX - 0.42 EZ)1 1.2 2 1.0 8 1.4 9 -0.42 LOAD COMB 23 (1.2D + L - 1.4 EX + 0.42 EZ)1 1.2 2 1.0 8 -1.4 9 0.42 LOAD COMB 24 (1.2D + L - 1.4 EX - 0.42 EZ)1 1.2 2 1.0 8 -1.4 9 -0.42 LOAD COMB 25 (1.2D + L + 0.42 EX + 1.4 EZ)1 1.2 2 1.0 8 0.42 9 1.4 LOAD COMB 26 (1.2D + L + 0.42 EX - 1.4 EZ)1 1.2 2 1.0 8 0.42 9 -1.4 LOAD COMB 27 (1.2D + L - 0.42 EX + 1.4 EZ)


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1 1.2 2 1.0 8 -0.42 9 1.4 LOAD COMB 28 (1.2D + L - 0.42 EX - 1.4 EZ)1 1.2 2 1.0 8 -0.42 9 -1.4 LOAD COMB 29 (0.9D + 1.6WX)1 0.9 4 1.6


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LOAD COMB 30 (0.9D - 1.6WX)1 0.9 4 -1.6 LOAD COMB 31 (0.9D + 1.6WZ)1 0.9 5 1.6 LOAD COMB 32 (0.9D - 1.6WZ)1 0.9 5 -1.6 LOAD COMB 33 (0.9D + 1.4 EX + 0.42 EZ)1 0.9 8 1.4 9 0.42 LOAD COMB 34 (0.9D + 1.4 EX - 0.42 EZ)1 0.9 8 1.4 9 -0.42 LOAD COMB 35 (0.9D - 1.4 EX + 0.42 EZ)1 0.9 8 -1.4 9 0.42 LOAD COMB 36 (0.9D - 1.4 EX - 0.42 EZ)1 0.9 8 -1.4 9 -0.42 LOAD COMB 37 (0.9D + 0.42 EX + 1.4 EZ)1 0.9 8 0.42 9 1.4 LOAD COMB 38 (0.9D + 0.42 EX + 1.4 EZ)1 0.9 8 0.42 9 1.4 LOAD COMB 39 (0.9D - 0.42 EX + 1.4 EZ)1 0.9 8 -0.42 9 1.4 LOAD COMB 40 (0.9D - 0.42 EX - 1.4 EZ)1 0.9 8 -0.42 9 -1.4 LOAD COMB 41 (1.2D + 0.5 L + 0.5 LR + WBX)1 1.2 2 0.5 3 0.5 6 1.0 LOAD COMB 42 (1.2D + 0.5 L + 0.5 LR - WBX)1 1.2 2 0.5 3 0.5 6 -1.0 LOAD COMB 43 (1.2D + 0.5 L + 0.5 LR + WBZ)1 1.2 2 0.5 3 0.5 7 1.0 LOAD COMB 44 (1.2D + 0.5 L + 0.5 LR - WBZ)1 1.2 2 0.5 3 0.5 7 -1.0 PERFORM ANALYSISLOAD LIST 1 TO 44PRINT MEMBER FORCES LIST 53 151START CONCRETE DESIGNCODE ACIUNIT CM KGFYMAIN 3976.89 ALLFYSEC 3976.89 ALLFC 356.901 ALLMINMAIN 16 MEMB 1 TO 20 51 TO 119 150 TO 263 301 TO 344 351 TO 384 -401 TO 457 501 TO 585 601 TO 608 651 TO 662 866MINMAIN 20 MEMB 701 TO 773 801 TO 874 901 TO 957 1001 TO 1023 2001 TO 2027 -3001 TO 3014MAXMAIN 25 ALLMINSEC 10 MEMB 1 TO 20 51 TO 119 150 TO 263 301 TO 344 351 TO 384 401 TO 457 -501 TO 585 601 TO 608 651 TO 662 701 TO 773 801 TO 874 901 TO 957 -1001 TO 1023 2001 TO 2005 2007 TO 2027 3001 TO 3014TRACK 1 MEMB 301 TO 344 351 TO 384 401 TO 457 501 TO 585 601 TO 608 -


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651 TO 662 701 TO 773 801 TO 874 901 TO 957 1001 TO 1023 2001 TO 2027 3001 -3002 TO 3014TRACK 1 MEMB 1 TO 20 51 TO 119 150 TO 263DESIGN BEAM 301 TO 344 351 TO 384 401 TO 457 501 TO 585 601 TO 608 -651 TO 662 701 TO 773 801 TO 874 901 TO 957 1001 TO 1023 2001 TO 2027 3001 -3002 TO 3014


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DESIGN COLUMN 1 TO 20 51 TO 119 150 TO 263CONCRETE TAKEEND CONCRETE DESIGNFINISH

ATTACHMENT JMATERIAL TAKE-OFF CALCULATION

Attachment J - of 1

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ATTACHMENT J - MATERIAL TAKE-OFF CALCULATION

Building : CPF Main Control Facility (PB-05)Doc. Number : IDBC-TS-NCCAL-C05001Dimension

Area : 1110.80

PC PileDiameter : 400.00 mmPile length : 12.00 mPoint : 137.00 pointsTotal pile length : 1644.00 m

Reinforcement ConcreteLean Concrete : 55.54 m3 fc' = 10.5 MPaConcrete : 814.44 m3 fc' = 35 MPaRebar : 77416.46 kg

D-10 : 6532.15 kgD-13 : 16011.20 kgD-16 : 2155.44 kgD-19 : 19353.59 kgD-22 : 33364.09 kg

: 95.05 kg/m3

BANYU URIP PROJECT


m2

Ratio Rebar/Concrete

TRIPATRA ENGINEERS AND CONSTRUCTORS & SAMSUNG ENGINEERING C.L. CONSORTIUM PROJECT : Banyu Urip Project EPC1 Production Processing FacilitiesCLIENT : Mobil Cepu Ltd.JOB. NO : 9533DICIPLINE : Civil

DOC NUMBER Description

IDBC-TS-NCCAL-C05001 Calculation for CPF Main Control Facility (PB-05)

TOTAL

REINFORCEMENT BARSγsteel

COLUMN

C500x500 (1)Longitudinal Bar, D22Transversal Bar, D13 - 100

C500x500 (2)Longitudinal Bar, D22Transversal Bar, D13 - 100

C400x400Longitudinal Bar, D22Transversal Bar, D13 - 150

C300x300Longitudinal Bar, D19Transversal Bar, D10 - 150

BEAM

B300x500 (1)Top Bar, D19Bottom Bar, D19Middle Bar, D10Transversal Bar, D10 - 200

B300x550Top Bar, D19Bottom Bar, D19Middle Bar, D13Transversal Bar, D10 - 200


B300x500 (3)Top Bar, D19Bottom Bar, D19Middle Bar, D10

Transversal Bar, D10 - 200B250x400 (1)

Top Bar, D19Bottom Bar, D19Middle Bar, D10Transversal Bar, D10 - 200




TB300x500 (1)Top Bar, D22Bottom Bar, D22Middle Bar, D13Transversal Bar, D13 - 200



TB300x550Top Bar, D22Bottom Bar, D22Middle Bar, D10Transversal Bar, D13 - 200






SLAB & WALL

Slab Roof, D10Slab Ground, D13Wall (Front), D13Wall (Rear), D13Side Wall, D13

PILECAP

1 PileLongitudinal Bar, D19 - 200Transversal Bar, D19 - 200Stirrups, D13




TOTAL WEIGHT OF REINFORCEMENT BAR (KG)

CONCRETEγbeton

SLAB & WALLSlab RoofSlab GroundWall (Front)Wall (Rear)Side Wall

PILECAP1 Pile2 Pile3 Pile4 Pile

COLUMN & BEAMOutput STAAD.ProTOTAL VOLUME OF CONCRETE (M3)

EARTH WORK

TRIPATRA ENGINEERS AND CONSTRUCTORS & SAMSUNG ENGINEERING C.L. CONSORTIUM Banyu Urip Project EPC1 Production Processing Facilities

Drawing Reference Revision ORGINATOR

DIMENSION

LENGTH WIDTH

( m) ( m)

IDBC-TS-CDAED-C05001 1 ARD 56.80 18.50 15.00 4.00

REINFORCEMENT BARS76.99 kN/m3

Weight/Unit Length Unit Length Member Total Length(kg/m) Quantity (ea) Length (m) Weight (kg) (m)

-

2.99 20.00 1.00 59.80 64.901.05 8.00 1.60 13.44 64.90

2.99 16.00 1.00 47.84 74.501.05 8.00 1.60 13.44 74.50

2.99 12.00 1.00 35.88 205.501.05 6.00 1.20 7.56 205.50

2.23 8.00 1.00 17.84 55.200.62 8.00 0.80 3.97 55.20

Weight/Unit Length Unit Length Member Total Length(kg/m) Quantity (ea) Length (m) Weight (kg) (m)

2.23 4.00 2.00 1.00 - 115.002.23 2.00 4.00 1.00 - 115.000.62 2.00 - 1.00 1.24 115.000.62 6.00 - 1.20 4.46 115.00

2.23 6.00 3.00 1.00 - 49.002.23 3.00 3.00 1.00 - 49.001.05 2.00 - 1.00 2.10 49.000.62 6.00 - 1.30 4.84 49.00

2.23 5.00 3.00 1.00 - 65.002.23 3.00 3.00 1.00 - 65.001.05 2.00 - 1.00 2.10 65.000.62 6.00 - 1.20 4.46 65.00

2.23 3.00 2.00 1.00 - 69.202.23 2.00 2.00 1.00 - 69.200.62 2.00 - 1.00 1.24 69.20

0.62 6.00 - 1.20 4.46 69.20

2.23 4.00 2.00 1.00 - 239.102.23 2.00 3.00 1.00 - 239.100.62 0.00 - 1.00 0.00 239.100.62 6.00 - 0.90 3.35 239.10

1.58 4.00 2.00 1.00 - 108.501.58 2.00 2.00 1.00 - 108.500.62 2.00 - 1.00 1.24 108.500.62 8.00 - 0.90 4.46 108.50

2.23 6.00 3.00 1.00 - 23.002.23 3.00 6.00 1.00 - 23.000.62 6.00 - 1.00 3.72 23.000.62 6.00 - 1.80 6.70 23.00

2.23 5.00 3.00 1.00 - 46.002.23 3.00 5.00 1.00 - 46.000.62 6.00 - 1.00 3.72 46.000.62 6.00 - 1.80 6.70 46.00

2.99 4.00 2.00 1.00 - 280.802.99 2.00 2.00 1.00 - 280.801.05 0.00 - 1.00 0.00 280.801.05 6.00 - 1.20 7.56 280.80

2.99 4.00 2.00 1.00 - 184.002.99 2.00 4.00 1.00 - 184.001.05 0.00 - 1.00 0.00 184.001.05 6.00 - 1.20 7.56 184.00

2.99 6.00 3.00 1.00 - 46.002.99 3.00 5.00 1.00 - 46.001.05 2.00 - 1.00 2.10 46.001.05 6.00 - 1.20 7.56 46.00

2.99 5.00 2.00 1.00 - 49.002.99 2.00 3.00 1.00 - 49.000.62 2.00 - 1.00 1.24 49.001.05 6.00 - 1.30 8.19 49.00

2.23 3.00 2.00 1.00 - 69.202.23 2.00 3.00 1.00 - 69.201.05 2.00 - 1.00 2.10 69.201.05 6.00 - 1.20 7.56 69.20

1.58 3.00 2.00 1.00 - 71.001.58 2.00 3.00 1.00 - 71.000.62 2.00 - 1.00 1.24 71.001.05 6.00 - 0.90 5.67 71.00

2.99 3.00 2.00 1.00 - 31.002.99 2.00 3.00 1.00 - 31.000.62 2.00 - 1.00 1.24 31.001.05 6.00 - 0.90 5.67 31.00

2.99 6.00 3.00 1.00 - 51.002.99 6.00 3.00 1.00 - 51.001.05 2.00 - 1.00 2.10 51.001.05 6.00 - 1.60 10.08 51.00

2.99 4.00 4.00 1.00 - 36.602.99 4.00 4.00 1.00 - 36.601.05 2.00 - 1.00 2.10 36.601.05 6.00 - 1.60 10.08 36.60

Diameter AreaQuantity/m2

Weight/m2 Slab Area(mm) (m2) (kN) (m2)

10.00

-

0.00008 32.00 0.19 1110.8013.00 0.00013 32.00 0.33 1110.8013.00 0.00013 32.00 0.33 124.6613.00 0.00013 32.00 0.33 124.6613.00 0.00013 32.00 0.33 82.80

Weight/Unit Length Unit Member Total Quantity(kg/m) Quantity (ea) Layer Weight (kg) (ea)

-

2.23 4.00 2.00 17.84 7.002.23 4.00 2.00 17.84 7.001.05 - 1.00 2.52 7.00

2.23 11.00 2.00 49.06 36.002.23 5.00 2.00 22.30 36.001.05 - 1.00 5.88 36.00

2.23 11.00 2.00 49.06 10.002.23 11.00 2.00 49.06 10.001.05 - 1.00 8.09 10.00

2.23 20.00 2.00 89.20 7.002.23 11.00 2.00 49.06 7.001.05 - 1.00 10.08 7.00

CONCRETE23.54 kN/m3

Thickness (mm) Area(m2) Volume (m3)

150 1110.8 166.62150 1110.8 166.62200 124.66 24.93200 124.66 24.93200 82.8 16.56

Thickness (mm) Quantity (ea) Area(m2) Volume (m3)700 7.00 0.64 3.14700 36.00 2.20 55.44800 10.00 3.79 30.32800 7.00 6.60 36.96

Volume (cu.ft) Volume (m3)

10202.94 288.92814.44

EARTH WORK

DIMENSION EARTH WORK

HEIGHT AREA VOLUME AREA CLEARING AREA

( m) ( m2 ) ( m3 ) ea ( m2 ) ( m2 )

5.90 1050.80 6199.72 1.00 1,050.80 5.90 60.00 354.00 60.00

1,110.80 6,553.72 1.00 1,110.80 -

REINFORCEMENT BARS

Total Weight(kg)

3881.02872.26

3564.081001.28

7373.341553.58

984.77219.03

Total Weight(kg)

1128.381128.38

142.60513.36

721.18524.50102.90236.96

869.70695.76136.50290.16

586.40493.81

85.81

Number or Story

308.91

2346.052026.13

0.00800.51

754.29548.58134.54484.34

338.51338.51

85.56154.01

615.48615.48171.12308.02

3694.202686.69

0.002122.85

2420.702420.70

0.001391.04

907.76825.24

96.60347.76

732.55556.74

60.76401.31

586.40586.40145.32523.15

426.28426.28

88.04402.57

352.22352.22

38.44175.77

1006.431189.42

107.10514.08

700.38700.38

76.86368.93

Weight(kg)2409.984072.86

457.08457.08303.59

Total Weight(kg)

124.88124.88

17.64

1766.16802.80211.68

490.60490.60

80.85

624.40343.42

70.5677416.46

EARTH WORK

Excavation BACK FILLING SOIL DISPOSAL

( m3 ) ( m3 ) ( m3 ) ( m3 ) ( m3 )

- - - - -

GRUBBING t=150mm

TOP SOIL REMOVAL t=300mm

EARTH WORK PILING WORK

FINISH GRADING Gravel DIA. 300

Bottom middle

12 m 12 m

( m2 ) ( m3 ) ( m3 )

111.08

- 111.08 - - -

Sand Bedding t=100mm

PILING WORK

DIA. 300 DIA. 400

top top total Bottom middle

6 m 12 m 12 m 12 m

( m' ) point point

130.00

- - - 130.00 -

PILING WORK CIVIL WORK

DIA. 400 Concrete

top top total K-125 (L/C) K-250 K-300

6 m 12 m

point point ( m' ) ( m3 ) ( m3 ) ( m3 )

1,560.00 55.54

- - 1,560.00 55.54 - -

CIVIL WORK

Concrete Reinforcement

K-450 D-10 D-13 D-16 D-19 D-22

0.62 1.05 1.58 2.23 2.99

( m3 ) ( m3 ) (kg) (kg) (kg) (kg) (kg)

814.44 6,532.15 16011.20 2,155.44 19,353.59 33364.09

814.44 - 6,532.15 16,011.20 2,155.44 19,353.59 33,364.09

Ratio Rebar/Concrete878 1271 114 724 930

K-600 (Fireproof)

CIVIL WORK

Reinforcement Anchor bolt dia.

D-25 Dia-0.5 Dia-0.625 Dia-0.75 Dia-0.875 Dia-1 Dia-1.25

3.86 Dia. 1/2" Dia. 5/8" Dia. 3/4" Dia. 7/8" Dia. 1" Dia. 11/4"

(kg) (ea) (ea) (ea) (ea) (ea) (ea)

- - - - - - -

95.060 batang

CIVIL WORK Misscelanous

Anchor bolt dia. Formwork GROUTING J.Sealant J.Filler

Dia-1.5 Dia-2

Dia. 11/2" Dia. 2"

(ea) (ea) (m2) (kg) (m3) (m') (m')

- - - - - - -

Embedded Plate

Steel Structure

Main Structure Cladding Bituminous sandA4

WH400x400

172.0 kg/m

( ton ) (m2)

- - - -

Type of Equipment

IDBC-TS-NCCAL-C05001 Rev 1_Calculation for CPF Main Control Facility (PB-05)

Documents

Transcript of IDBC-TS-NCCAL-C05001 Rev 1_Calculation for CPF Main Control Facility (PB-05)