CT-631. Design Calculation Sheet. Rev.01

 

  Structural Design Calculation

TECHNOCAST PRECAST L.L.C. REV

 

0

29-Jun-17 QP 7.3 FORM 3

DESIGN CALCULATION SHEET FOR MAIN FRAME OF COVERED SITTING AREA

PROJECT

CONTRACT NO.

CLIENT

AlHafar outdoor Shooting rangesitting area CT-631 UNITED ARAB EMIRATES MINISTRY OF INTERIOR (Abu Dhabi Police GHQ )

CONTRACTOR

YEBNA GENERAL CONTRACTING

CONSULTANT

SECURE ENGINEERING CONSULTANT

1

 

 

  Structural Design Calculation

 CONTENT *

 Cover Page

page 1

*

  Content

page 2

*

 Design Criteria

page 3-7

*

Building Geometry

page 8-10

*

Main Frame Loading

page 11-16

*

Check for Frame Serviceability

page 17-20

*

Check for Frame Stability

page 21-23

*

Column Design

page 24-36

*

Beam Design

page 37-49

*

Strut Design

page 50-53

*

Foundation Design

page 54-82

*

Tie Beam Design

page 83-86

*

Design of Connection Between Precast Frame Element

page 87-86

*

 Lifting of Precast Beam

page 90-98

*

 Appendix  Append ix "A"- Gro Groutec utec Cou Coupler pler Dat Data a sheet

page 99-123

*

 Appendix  Append ix "B"- Co Corrugated rrugated Pipe Con Connection nection

page124-125

*

 Appendix  Append ix "C"- Sh Shop op Draw Drawings ings

page126-130

*

 Appendix  Append ix "D"- C Contractor ontractor Approv Approval al

page131-136

2

 

 

 

Structural Design Calculation

DESIGN CRITERIA

3

 

 

Structural Design Calculation A. STRUCTURAL STRUCTURAL DESIGN DESIGN PHILOSOPHY: PHILOSOPHY: This document cover the design calculation of main frame of covered sitting area. The main frame is a moment frame system composed of precast column, cantilev cantilever er beams and diagonal strut that supports the cantilever cantilever beams. Roof is composed of hollowcore slabs  without structural topping. Overall structure is supported by precast isolated eccentric ffooting. ooting. For purpose of analysis and preliminary design, 3D model is developed using ETABS V.9.7.4 software considering all appli applied ed external loads. loads. Then final design is done using CSIcol V 8.4 software for final column and section design. For footing design, CSI SAFE V.12.3.2 software is utilize for service and strength design. All footing loads is exported from Etabs model. Main frame is designed considering dead,live, wind and earthquake loads Connection between precast frame elements ( column & beam ) will be achieved by main reinforement development using groutec couplers refer to (appendix A)-attached data sheet.  And Connection between ( footing and column column ) is achieved by using 100mm corrugated pipe as per PCI recommendation in chapter 6, page 6-8 ( refer to appendix B)

B. CONC CONCRE RETE TE a. CHARACTERIS CHARACTERISTIC TIC COMPRE COMPRESSIVE SSIVE STRENGTH: STRENGTH: Below are compressive strengths of concrete at 28 days and required strengths of precast elements during demoulding at factory.

Strength at 28 days

TYPE    E    R   D    T    /    S   E    E   S    R   S    P

Elements Precast HCS slabs Precast Columns Precast Beams Precast Beams Precast Foundation

Cube strength, fcu 50.0 MPa 50.0 MPa 50.0 MPa 50.0 MPa 50.0 MPa

Strength at Stripping/Demoulding

Cube strength, Cylinder Cylinder fcu Strength, fc’ Strength, fc’ 35.0 MPa 28.0 MPa 40.0 MPa 25.0 MPa 20.0 MPa 40.0 MPa 40.0 MPa 25.0 MPa 20.0 MPa 25.0 MPa 20.0 MPa 40.0 MPa 25.0 MPa 20.0 MPa 40.0 MPa

C. REINFO REINFORCE RCEMENT MENT a. REINFORCIN REINFORCING G STEEL STEEL GRADE: GRADE: • Main bars. Grade 460 - high yield yield deformed bars conforming to BS4449 Type 2, denoted by "T", fy = 460MPa • •

Secondary (Shear reinforcements). per ACI 11.4.2, values of fy used in design ofbars shear reinforcement shall notAs exceed 420MPa. Welded wire mesh. Steel fabric reinforcement will comply with BS4483. The preferred range of designated fabric types will be as per Table 1 of BS4483. • Prestressing strands. ASTM A416 Grade 270 low relaxation strands, fpu=1860MPa. b. Lap splice length should be taken as minimum 50 times diameter of bar, unless otherwise specified. c. The reinforcement shall be cut, bent, detailed detailed and fabricated in accordance with  ACI 315-99, Details and Detailing Detailing of Concrete Reinforcement. D. DEFLECTION DEFLECTION CRITERIA CRITERIA Deflection limits shall be as per specifications & IBC chapter 1604 as detailed below: 1. Deflection of beams due to dead plus live loads shall not exceed L/240 of the span   considering cantilever length according to IBC. E. CODES OF PRA PRACTICE CTICE AND AND STANDARD STANDARDS S  ASCE7-10 & ADIBC 2013: Wind Loads & Seismic Loads Precast Institute (PCI) Handbook 6th edition  ACI318M-08; Building Code Requirements Requirements for Reinforced Concrete & Commentary 4

 

Structural Design Calculation F. STRUCTURAL STRUCTURAL DESIGN DESIGN SOFTWARE SOFTWARE & PROCEDURE PROCEDURE a) SOFTWARE  ETAB ET ABS S 9. 9.7. 7.4 4

-

CSIcol 8.40 SAFE 12.30

-

Anal Analy ysis sis an and d Desi Design gn of Beams and Columns Design of Beams and columns Design of Foundation

G. FOU FOUNDA NDATION TION Net allowable soil pressure in footing design = 150 Kpa H. LOADI LOADING NGS S a. WEIGHT WEIGHT OF MATERI MATERIALS ALS:: Self weight of material are calculated using the unit weights as provided in Table C3-2 of ASCE/SEI 7-10. As a guide the following unit weight will be used where appropriate: 25.0 KN/m³ Reinforced Concrete • 78.0 KN/m³ • Reinforcing Steel Roof Floor Loads

Dead Loads

=

Self weight of Precast Elements

Hollowcore Slab Thick 150 mm Including Joints Grouting Note: Structural Topping is not required therefore therefore load = 0  Live Load (General)

=

=

2.40 KN/m²

1.00 KN/m²

WIND LOADS V= Exposure Category I= SEISMIC DATA

40.0 m/s C 1.00

(ASCE-7-10) Ss= 0.58

(Basic wind speed) (Exposure category, open terrain, Sect 6.5.6) (Wind importance factor, Table 6-1)

(Spectral response acceleration at 0.20sec)

S1= Importance Factor, I Occupancy Category Site class R= SDS=

0.18 1.25 III D 1.50 0.522

(Design, 5% damped, spectral response acc. at short periods)

SD1=

0.250

(Design, 5% damped, spectral response acc. at long periods)

(Spectral response acceleration at 1.0sec) (Seismic importance factor, Table 11.5-1) (Occupancy category, Table 1-1) (Soft soil, Section 11.4.2 & Chapter 20, Abu Dhabi's seismic data) (Response modification coefficient, Table 12.2-1)-Cantliver 12.2-1)-Cantliver Coulmn

5

 

Structural Design Calculation I. LOAD COMBINATIO COMBINATIONS NS Combining Factored Loads using Strength Design ASCE 7-10 / ADIBC 2013 Basic Ultimate Load combinations 1. ULC1: 1.4 D 2. ULC2: 1.2 D+ 3. ULC3: 1.2 D+ 4. ULC4: 1.2 D+

1.6 1.00 1.60

L W W+

D+ D+ D+ D+

1.60 1.00 1.00 1.00

W EQ + 1.0 EQ EQ

5. 6. 7. 8.

ULC5: ULC6: ULC7: ULC8:

0.9 1.2 1.2 0.9

Basic Service Load combinations 1. SLC1: D+L 2. SLC2: D+ W 3. SLC3: 0.6 D + W 4. SLC4: D + 0.7EQ 5. SLC5: D + 0.75L + 0.525 EQ 6. SLC6: D + 0.75L + 0.75W

6

1.0

L L

 

  Structural Design Calculation

 CALCULATION OF WIND LOAD according to ASCE/SEI 7-10

 As per Eq. 6-27 of section section 6.5.14 in ASCE/SEI 7-05,the design design wind wind force shall be: be: Design Wind Pressure P= (F/As) = q x G x C f  

(kN/m²)

where, q

= the velocity pressure defined in section 6.5.10. 2

2

= 0.613 x kz x kzt x kd x V  x I (N/m ) kd

= wind directionality factor (section 6.5.4.4 Table 6-4) = 0.85

kz

velocity pressure exposure coefficient (section 6.5.6.6 Table 6-3) = 0.94

kzt

[for height H = 0 to 7.6m and exposure category C]

= topographic factor (section 6.5.7.2) = 1.0

V

 (for reasonably flat topography)

=basic wi wind sp speed (m (m/sec) wh which is is a 3 second gu gust s sp peed at a height of 10m above ground. = 40 m/sec

I

(as per ADM requirement)

= Importance factor   = 1.0

G

= 0.85

(gust effect factor section 6.5.8)

Cf 

= 1.55

(net force coefficient figure 6.20 with asprect ratio B/s

B=

= 0.67)

4.886 m

s=

7.25 m

2

 As

=Gross Area of the solid free free standing wall in (m ) 2

Velocity pressure, q =0.613 x kz x kzt x kd x V  x I q = 0.613 x 0.94 x 1.0 1.0 x 0.85 x 40 ² x 1.0 = q=

784 N/m²

0.784 KN/m²

Wind Pressure, P = q x G x Cf  P= 0.784 x 0.85 x 1.55 = wind pressure considered in the design, P =

1.03 1.20

KN/m²  KN/m²  KN/

(co (conse serv rva ati tiv ve v va alu lue) e)

7

 

 

 

Structural Design Calculation

BUILDING GEOMETRY

8

 

 

 

Structural Design Calculation

BUILDING GEOMETRY

PRECAST ISOLATED FOOTING OF MAIN FRAME

PRECAST TIE BEAM

PRECAST STRIP FOOTING

PRECAST FOUNDATION PLAN

PRECAST COLUMN OF MAIN FRAME

PRECAST WALL

GROUND FLOOR LAYOUT

9

 

 

Structural Design Calculation

PRECAST CANTILEVER BEAM OF MAIN FRAME

PRECAST HOLLOW CORE SLABS

HOLLOW CORE ROOF LAYOUT

PRECAST CANTILEVER BEAM OF MAIN FRAME

PRECAST HOLLOW CORE SLABS

PRECAST COLUMN OF MAIN FRAME

PRECAST FOOTING OF MAIN FRAME

TYPICAL SECTION

10

 

 

Structural Design Calculation

MAIN FRAME LOADING

11

 

 

Structural Design Calculation

Main Frame Loading FULL 3-D View

SINGLE FRAME 3-D View

12

 

  Structural Design Calculation

Load Calculation

. Wind Load Calculated As Per ASCE 7-10 = 1Kpa 1)  Assumed To Be More Conservative Conservative Value = 1.2 Kpa

2)

. HCS Span Length = 4.226 meter Approximated To Be = 4.3 meter 

3)

. Distributed Linear Gravity Load On Beam Due To The HCS = 4.3 x 2.4 = 10.3 KN/m

4)

. Main Frame Center To Center Spacing = 4.86 meter  Approximated To Be = 5 meter 

5)

. Distributed Linear Wind Load On Column In X-Direction = 1.2 x 5 = 6 KN/m

6) 7)

8)

. Distributed Linear Wind Load On Column In Y-Direction = 1.50 kN/m ( to be more conserative) . The SelfWeight Of The Whole Framing System Is  Automatically Calculated In Etabs

. The EarthQuake Loads In Both Directions Are Generated By The Etabs

13

 

 

Structural Design Calculation

Applied Loads Live Load = 4.3 KN/m

S.D.L = 10.3 KN/m

14

 

Structural Design Calculation

Wind Load (Y-direction) = 1.5 KN/m

Wind Load (X-direction) = 6 KN/m

15

 

Structural Design Calculation

EQ Lo Load ad YY-di direc recti tion on

EQ Load X-direction

16

 

 

Structural Design Calculation

CHECK FOR FRAME SERVICEABILITY

17

 

 

  Structural Design Calculation

CHECK FOR SERVICEABILITY 1) CHECK FOR CRACK PROPERTIES OF COLUMN a) Parameters Ma = fc' = b= h= d= d'= d1=  As=  As'

 1489.88 KN-m 40.0 MPa 800.0 mm 1600.0 mm 1430.0 mm 170.0 mm 800.0 mm 4020.0 mm² 4020.0 mm²

(conservative moment - D+L+W comb.) (concrete compressive strength) (breadth of cross section) (depth of cross section) (effective depth based on tension steel) (effective depth based on comp. steel) (C.G of the whole steel in the section)) (area of steel of tension steel) (area of steel of compression steel)

Note: Sustained service moment due to dead load and live load (D+L)= 1314.31 KN.m. However in order to be conservative wind m moment oment is also considered ( D+L+W) = 1489.88 KN.m b) Calculation Ec = fr = Ig = n=

4700 x √fc' 0.62 x fc' bh3/12 Es/Ec

= 4700 x √40.00= = 0.62 x √40.00= = 800.0 x1,600.00^3 /12= = 29,725.4 /200,000.00=

29725.4 MPa 3.92 MPa  273066666666.67 mm3 6.73

(Cracking Moment) Mcr = fr. Ig /yt x 10^6

= 3.92 x27 x273,066,666,666.6 .67 7/800.00x 10^6 =

(Neutral axis determination Z)  Ast= As + As'

= 4,020.00 + 4,020.00=

Z= Z= Z=

1338.44 KNKN-m

8040.00 mm²

n Ast / b [-1 + √ 1+2bd1/nAst) ] 6.73x8 3x8,040.00 / 800.00 [ -1 + 377.31 mm

√ 1+2x 800.00x1,430.00 / 6.73x8,040.00 ]

(Cracking Moment of inertia) Icr = b.Z³/3 + n.As'. (Z-d')²+ n. As . (d-Z)² Icr Icr =8 =800 00.0x .0x37 377. 7.31 31^3 ^3/3 /3 + 6. 6.73 73x4 x4,0 ,020 20.0 .00x 0x(3 (377 77.31 .31-1 -170 70.0 .00) 0)^2 ^2 +  45459395380.45 mm3 Icr =

6. 6.73 73x4 x4,0 ,020 20.0 .00x 0x(1 (1,4 ,430 30.0 .000-37 377. 7.31 31)^ )^2 2

Ie = (Mcr/Ma)^3 x Ig + ( 1 -(Mcr/Ma)^3 ) x Icr  Ie = (1,338.44/1,489.88)^3 x 273,066,666,666.667 + ( 1 -(1,338.44/1,489.88^3)(45,459,395,380.45))  210478194617.8 mm3 Ie = f = Ie / Ig Ig = f=

210 210,47 ,478,1 8,194, 94,617 617.76 .76/27 /273,06 3,066,6 6,666, 66,666 666.67 .67

0.77

( modification that will be use in etabs model to calculate longterm deflection due to cracking of section )

(Multiplier for long-term deflection to account for creep and shrinkage λ) ξ =

 ρ ' = λ = λ =

2  As'/ bh =

(time-dependent ffa actor) 0.00314

ξ / ( 1 + 50 ρ ') = (2.00 / (1+ 50 x 0.00314)) 1.73 ( modification that will be use in etabs model to calculate longterm deflection due to creep and shrinkage ) 18

 

 

  Structural Design Calculation

2) CHECK FOR CRACK PROPERTIES OF BEAM a) Parameters Ma = fc' = b= h= d= d'=  As=  As'

 261.43 KN-m 40.0 MPa 800.0 mm 1000.0 mm 940.0 mm 60.0 mm 4020.0 mm² 3920.0 mm²

(Service maximum moment - D+L comb.) (concrete compressive strength) (breadth of cross section) (depth of cross section) (effective depth based on tension steel) (effective depth based on comp. steel) (area of steel of tension steel) (area of steel of compression steel)

b) Calculation Ec = fr = Ig = n=

4700 x √fc' 0.62 x fc'

= 4700 x √40.00= = 0.62 x √40.00=

Es/Ec

as per section = = 29,725.4 /200,000.00=

(Cracking Moment) Mcr = fr. Ig /yt x 10^6 Mcr =

29725.4 MPa 3.92 MPa  57556607093.87 mm3 6.73

= 3.92 x57,556,607,093.87/473.00x 10^6 =

477.15 KN-m

>

Ma =

477.15 KN-m

 261.43 KN-m

 As per above calculation cracking moment (Mcr) is greater than aplied moment(Ma), Therefore the section is uncrack and no reduction of stiffness.

(Multiplier for long-term deflection to account for creep and shrinkage λ) ξ =

 ρ ' = λ = λ =

2  As'/ bh =

(time-dependent ffa actor) 0.00490

ξ / ( 1 + 50 ρ ') = (2.00 / (1+ 50 x 0.00490)) 1.61 (longterm deflection modifier due to creep and shrinkage )

 Apply λ = 1.73 (maximum value) 3) DEFLECTION DIAGRAM 3.17 mm 9.08 mm 4.15 mm

1.79 mm

IMMEDIATE DEFLECTION DUE TO SELFWEIGHT ONLY 19

 

  Structural Design Calculation

4.93 mm

14.23 mm 6.41 mm

2.77 mm

IMMEDIATE DEFLECTION AFTER PLACING HCS + GROUT

11.50 mm

31.02 mm 14.34 mm

6.50 mm

LONGTERM DEFLECTION AFTER 5 YEARS

Net longterm deflection for beam = 31.02 mm - 14.34 mm = 16.68 mm

 Allowable Deflection = L/240

:For Cantilver L = 2L

 All. Deflection = 2L/240 = 2x4500 / 240 = 37.50 mm

37.50 mm > 16.68 mm  Applying 50 mm camber ----- OK!

20

 

 

Structural Design Calculation

CHECK FOR FRAME STABILITY

21

 

 

  Structural Design Calculation

CHECK FOR FRAME STABILITY

CALCULATION OF LOADS ACTING ON FOOTING  

P1= beam, column , hcs weight = Pdead = 593.13 KN ( as per etabs model) P2= wei weight ght of foot footing ing + s soil oil P2= 2.3x6.6x0.75x25 + 0.75x2.3x6.6x18 P2= 489.56 kN P3= (average w weight eight of 2 stair + weig weight ht of wall) x length of wall P3= ((53. ((53.75 75 + 51.25 51.25)/2 )/2 + 16.30 ) x 4.8 4.886 86 P3= 336 336.16 .16 kN P4= (weight of stair + w weight eight of wall + tie beam beam)) x length of wall P4= (51.2 (51.25/2 5/2 + 10.50 + 15 + 6.56 6.56)) x 4. 4.086 086 P4= 235 235.70 .70 kN

22

   

  Structural Design Calculation

P4

x4=5.925m

 As per Etabs output Mdead= 1223.32 kN.m Mlive(50%) = 90.99 kN.m

P1

x1=5.30m P2

Mo

x2=3.30m P3

Mwind= 175.57 kN.m

x3=1.60m

Hw A

(a) Check against overturning Overturning Moment: Taking moment moment about the end point at the bottom of the t he base point A Mo= Mdead + Mlive(50%) + Mwind Mo= 1,223 1,223.32+9 .32+90.99+ 0.99+175.5 175.57 7 Mo= Mo = 148 1489.8 9.88 8 kN.m Stabilizing Moment: Ms = Stabilizing moment due to gravity load on foundation Ms= P1 (x1) + P2 (x (x2) 2) + P3 (x3) + P4 (x4 (x4)) Ms= 593.1 593.13 3 ( 5.30 ) + 489.5 489.56 6 (3 (3.30) .30) 336.16 ( 1.60 ) + 235.70 (5.925) Ms= Ms = 669 6693.5 3.52 2 kN.m

Factor of safety against over-turning F.O.S = Ms /Mo =6,693.52 / 1,489.88

=

4.49

>

Safe against overturning

1.5 O.K!

(b) Check against sliding Fr = N Tan 2/3

Φ

where N= Total axial load

 Φ =  (sand friction angle) N = P1 + P2= 593.13+489.56+33 593.13+489.56+334.70+235.77 4.70+235.77 = 1653.16 kN 1,653. 53.16 16 tan 2/3 (30 (30)= )= 601 601.75 .75 KN Fr = N Tan 2/3Φ = 1,6 Fs= Hw =

49.5 kN ( as per etabs output)

F.O.S = Fr/Fs =601.75 / 49.50 Safe against Sliding

=

12.16

1.5 O.K!

23

 

 

>

Structural Design Calculation

COLUMN DESIGN

24

   

Structural Design Calculation

Column Design a) CHECK FOR P-M CAPACITY RATIO

Column Section 25

 

Structural Design Calculation

Column Forces from Etabs

P-M Column Capacity Ratios

26

 

Structural Design Calculation

COLUMN STRESS

UDCON1 ( 1.4 D.L )

UDCON2 ( 1.2 D.L + 1.6 L.L )

UDCON3 (1.2 D.L + 1 L.L + 1 WIND Y)

27

 

Structural Design Calculation

UDCON4 (1.2 D.L + 1 L.L - 1 WIND Y)

UDCON5 (1.2 D.L + 1 L.L + 1 WIND X)

UDCON6 (1.2 D.L + 1 L.L - 1 WIND X)

28

 

Structural Design Calculation

UDCON7 (1.2 D.L + 0.8 WIND Y)

UDCON8 (1.2 D.L - 0.8 WIND Y)

UDCON9 (1.2 D.L + 0.8 WIND X)

29

 

Structural Design Calculation

UDCON10 (1.2 D.L - 0.8 WIND X)

UDCON11 (0.9 D.L + 1.6 WIND Y)

UDCON12 (0.9 D.L - 1.6 WIND Y)

30

 

Structural Design Calculation

UDCON13 (0.9 D.L + 1.6 WIND X)

UDCON14 (0.9 D.L - 1.6 WIND X)

UDCON15 (1.2 D.L + 1 L.L + 1 Qy)

31

 

Structural Design Calculation

UDCON16 (1.2 D.L + 1 L.L - 1 Qy)

UDCON17 (1.2 D.L + 1 L.L + 1 Qx)

UDCON18 (1.2 D.L + 1 L.L - 1 Qx)

32

 

Structural Design Calculation

UDCON19 (1.2 D.L + 1 Qy)

UDCON20 (1.2 D.L - 1 Qy)

UDCON21 (1.2 D.L + 1 Qx)

33

 

Structural Design Calculation

UDCON22 (1.2 D.L - 1 Qx)

UDCON23 ( 0.9 D.L + 1 Qy)

UDCON24 ( 0.9 D.L - 1 Qy)

34

 

Structural Design Calculation

UDCON25 ( 0.9 D.L + 1 Qx)

UDCON26 ( 0.9 D.L - 1 Qx)

35

 

Structural Design Calculation

b) CHECK FOR SHEAR

Max Ultimate Shear Force (Vu) = 970.09 KN

1)

Phi Vc = 0.75 x (1/6) x (fc')^0.5 x bw x d

2)

Shear capacity of steel provided (Vs) = Av fy d/ S

3)

Vs= 314 x 460 x 1510 / 150 = 1454029 N = 1454.03 kN \

4)

Phi Vc = 0.75 x (1/6) x(40)^0. 5x 800 x (1510) x (1/1000) = kN

5) 6)

Total shear capacity of section (Vc+Vs)= 955 + 1454 = 2409 kN

7)

ThereFore, Avmin Is Required = max of following two formulas

8)

1st = (1/16) x (fc')^0.5 x ( bw x s / fyt ) 2nd = (1/3) x bw x ( s / fyt )

9)

 Avmin = (1/16) x (40)^0.5 x 800 x 150 / 460 = 103.117 m mm2 m2

10 )

 Av Provided = 4 x 78.5 = 314.0 mm2

11 )

 Av Provided > Avmin , ThereFore O Ok k

  (Vc+Vs) > Vu th therefore erefore O OK! K!

36

 

 

955

Structural Design Calculation

BEAM DESIGN

37

   

Structural Design Calculation

Beam Design

a) CHECK FOR BENDING

Beam Section

38

 

Structural Design Calculation

Beam Forces From Etabs

P-M Capacity Ratios

39

 

Structural Design Calculation

Stress Diagrams

Governing Load Combo (1.2 D.L + 1.6 L.L )

40

 

Structural Design Calculation

b) CHECK FOR BEAM SHEAR

Max Ultimate Shear Force = 165 KN

1)

Phi Vc = 0.75 x (1/6) x (fc')^0.5 x bw x d

2)

 AVmin = max of following tw two o formulas

3)

1st = 0.062 x (fc')^0.5 x bw x (s/fyt) 2nd = 0.35 x b x (s/fyt)

4)

Phi Vc = 0.75 x (1/6) x(40)^0. 5x 787.5 x (2x200) x (1/1000) = 249.03 KN

5)

[ 0.5 x Phi Vc < Vu < Phi Vc ] , ThereFore , AVmin Is Required

6)

 AVmin = 0.062 x (40)^0.5 x 300 x (200/460 (200/460)) = 51.46 mm mm2 2

7)

 AV Provided = 4 T10 = 314mm 314mm2 2

8)

 AV Provided > AVmin AVmin , ThereFore Ok

41

 

  Structural Design Calculation

Beam Analysis & Design During

Construction Stage 3D - VIEW

2D - VIEW

42

 

  Structural Design Calculation

 

 Applied Loads Live Load = 4.3 KN/m

S.D.L = 10.3 KN/m

43

 

  Structural Design Calculation

 

Analysis Using Ultimate Load Combinatio Combinations ns UDCON1 : 1.4 D.L

B.M.D

S.F.D

44

 

  Structural Design Calculation

 

 UDCON1 : Max +ve +ve Moment (KN.m) = 93

UDCON1 : Max -ve Moment (KN.m) = 132

UDCON1 : Max Shear Force ( KN) = 112

UDCON2 : 1.2 D.L + 1.6 L.L

B.M.D

45

 

  Structural Design Calculation

S.F.D

 

UDCON2 : Max +ve Moment (KN.m) = 96

UDCON2 : Max -ve Moment (KN.m) = 134

UDCON2 : Max Shear Force ( KN) = 117

Desgin Using Ultimate Load Combinatio Combinations ns

Max Of ( Max Of UDCON1 , Max Of UDCON2) +ve Moments (KN.m) = 96

Max Of ( Max Of UDCON1 , Max Of UDCON2) -ve Moments (KN.m) = 134

Max Of ( Max Of UDCON1 , Max Of UDCON2) Shear Force (KN) = 117 46

 

  Structural Design Calculation

 

Beam Section

Imported Loads Used In The Design

47

 

  Structural Design Calculation

 

Stresses Due To Combinations (1&2)

Combination1

Combination2 

48

 

  Structural Design Calculation

P-M Capacity Ratios

 

Shear Check 1 ) Phi Vc = 0.75 x (1/6) x (fc')^0.5 x bw x d tw o formulas 2 ) AVmin = max of following two 1st = 0.062 x (fc')^0.5 x bw x (s/fyt) 3) 2nd = 0.35 x b x (s/fyt)

4) 5)

Phi Vc = 0.75 x (1/6) x(40)^0. 5x 787.5 x (2x150) x (1/1000) = 186.772 KN

[ 0.5 x Phi Vc < Vu < Phi Vc ] , ThereFore , AVmin Is Required

6 ) AVmin = 0.062 x (40)^0.5 x 300 x (200/460) = 51.46 mm2 7 ) AV Provided = 4 T10 = 314mm2 8)

AV Provided > AVmin , ThereFore Ok 49

 

 

Structural Design Calculation

 

STRUT DESIGN

50

   

Structural Design Calculation

Strut Member Design

a) CHECK FOR P-M CAPACITY RATIO

strut

Strut Section

51

 

Structural Design Calculation

Modelling Section

Strut Member Forces from Etabs

52

 

Structural Design Calculation

Capacity Ratio

53

 

 

Structural Design Calculation

FOUNDATION DESIGN

54

   

Structural Design Calculation

Foundation Design The Allowable Net Bearing Capacity = 150 Kpa Note : The Allowable Bearing Capacity Can Be Increaded By 25% In Case Of Accidental Loads ( As Per ASCE 7-10 ) To Be 187.5 Kpa Applied Forces Due To :1-) DL Case From Column

2-) SDL Case From Column

55

 

Structural Design Calculation

3-) L.L Case From Column

4-) SDL Case From Walls

56

 

Structural Design Calculation

5-) L.L Case From Walls

6-) Soil Surface Load On The Footing

57

 

  Structural Design Calculation WALL LOAD CALCULATION

Wall2

Wall1

CALCULATION OF LOADS ACTING ON FOOTING Wall 1

Dead Load: W DL1= (average weight of 2 stair + weight of wall) x span / width of footing W DL1= ((53.75 + 51.25)/2 + 16.30 ) x 4.886 /2.3 W DL1= 146.16 kN Live Load: W L1= Length of stair/2 x length of wall x live load load / width of footing W L1= 8.72/2 x 4.886 x 5.0 / 2.30 = 46.31 kN/m

Wall 2

Dead Load: W DL2= (weight of stair + weight of wall + tie beam) x span / width of footing W DL2=   (51.25/2 + 10.50 + 15 + 6.56) x 4.086 / 2.30 W DL2= 102.48 kN Live Load: W L1= Length of stair/2 x length of wall wall x live load / width of footing W L1= 4.35/2 x 4.086 x 5.0 / 2.30 = 19.36 kN/m ] 58

 

Structural Design Calculation

The Soil Pressure Due To The Service Load Combination (SERV1) :-

Soil Pressure Pressure = 129.44 - 18 x 1.5 m = 102.44 Kpa < 150 , Therefore OK

59

 

Structural Design Calculation

The Soil Pressure Due To The Service Load Combination (SERV2) :-

Soil Pressure Pressure = 116.51 - 18 x 1.5 m = 89.51 < 150 , Therefore OK

60

 

Structural Design Calculation

The Soil Pressure Due To The Service Load Combination (SERV3) :-

Soil Pressure Pressure = 114.05 - 18 x 1.5 m = 87.05 Kpa < 150 , Therefore OK

61

 

Structural Design Calculation

The Soil Pressure Due To The Service Load Combination (SERV4) :-

Soil Pressure Pressure = 131.29 - 18 x 1.5 m = 104.29 Kpa < 150 , Therefore OK

62

 

Structural Design Calculation

The Soil Pressure Due To The Service Load Combination (SERV5) :-

Soil Pressure Pressure = 131.29 - 18 x 1.5 m = 104.29 Kpa < 150 , Therefore OK

63

 

Structural Design Calculation

The Soil Pressure Due To The Service Load Combination (SERV6) :-

Soil Pressure Pressure = 72.3 - 18 x 1.5 m = 45.3 Kpa < 150 , Therefore OK

64

 

Structural Design Calculation

The Soil Pressure Due To The Service Load Combination (SERV7) :-

Soil Pressure Pressure = 71.26 - 18 x 1.5 m = 44.26 Kpa < 150 , Therefore OK

65

 

Structural Design Calculation

The Soil Pressure Due To The Service Load Combination (SERV8) :-

Soil Pressure Pressure = 85.88 - 18 x 1.5 m = 58.88 Kpa < 150 , Therefore OK

66

 

Structural Design Calculation

The Soil Pressure Due To The Service Load Combination (SERV9) :-

Soil Pressure Pressure = 85.88 - 18 x 1.5 m = 58.88 Kpa < 150 , Therefore OK

67

 

Structural Design Calculation

The Soil Pressure Due To The Service Load Combination (SERV10) :-

Soil Pressure Pressure = 85.88 - 18 x 1.5 m = 58.88 Kpa < 150 , Therefore OK

68

 

Structural Design Calculation

The Soil Pressure Due To The Service Load Combination (SERV11) :-

Soil Pressure Pressure = 134.37 - 18 x 1.5 m = 107.37 Kpa < 150 , Therefore OK

69

 

Structural Design Calculation

The Soil Pressure Due To The Service Load Combination (SERV12) :-

Soil Pressure Pressure = 202.14 202.14 - 18 x 1.5 m = 175 Kpa Kpa < 150 x 1.25 1.25 = 187.5 , Therefore Therefore OK

70

 

Structural Design Calculation

The Soil Pressure Due To The Service Load Combination (SERV13) :

Soil Pressure Pressure = 202.14 - 18 x 1.5 m = 175 Kpa < 150 x 1.25 = 187.5 , Therefore Therefore OK

71

 

Structural Design Calculation

The Soil Pressure Due To The Service Load Combination (SERV14) :

Soil Pressure Pressure = 142.01 - 18 x 1.5 m = 115.01 Kpa < 150 , Therefore OK

72

 

Structural Design Calculation

The Soil Pressure Due To The Service Load Combination (SERV15) :-

Soil Pressure Pressure = 126.52 - 18 x 1.5 m = 99.52 Kpa < 150 , Therefore OK

73

 

Structural Design Calculation

The Soil Pressure Due To The Service Load Combination (SERV16) :-

Soil Pressure Pressure = 190.48 - 18 x 1.5 m = 163.48 Kpa < 150 x 1.25 = 187.5 , Therefore Therefore OK

74

 

Structural Design Calculation

The Soil Pressure Due To The Service Load Combination (SERV17) :-

Soil Pressure Pressure = 190.48 190.48 - 18 x 1.5 m =163.48 Kpa < 150 x 1.25 1.25 = 187.7 , Therefore OK

75

 

Structural Design Calculation

The Soil Pressure Due To The Service Load Combination (SERV18) :-

Soil Pressure Pressure = 128.65 - 18 x 1.5 m= 101.65 Kpa Kpa < 150 , Therefore OK

76

 

Structural Design Calculation

The Soil Pressure Due To The Service Load Combination (SERV19) :-

Soil Pressure Pressure = 122.81 - 18 x 1.5 m= 95.81 Kpa < 150 , Therefore OK

77

 

Structural Design Calculation

The Soil Pressure Due To The Service Load Combination (SERV20) :-

Soil Pressure Pressure = 137.97 - 18 x 1.5 m= 110.97 Kpa Kpa < 150 , Therefore OK

78

 

Structural Design Calculation

The Soil Pressure Due To The Service Load Combination (SERV21) :-

Soil Pressure Pressure = 137.97 - 18 x 1.5 m= 110.97 Kpa Kpa < 150 , Therefore OK

79

 

Structural Design Calculation

Footing Reinforcemen Reinforcementt The Minimun Reinforcement For The Footing = 0.0016 x750 x 1000 = 1200 mm^2 / m (Width)

Bottom Reinforcement In Long Direction

Reinforcement rcement Along Along The Long Direction =4860.915 mm^2/m (Width) Required Reinfo

Provided Reinforcement Reinforcement Along The Long Direction Direction = T32 @ 100 100 mm = 8040 mm^2/m (Width)

Therefore OK

Bottom Reinforcement In Short Direction

Required Reinforcement Reinforcement Along Along The Short Short Direction Direction =1263.867 mm^2/m (Width)

Provided Reinforcement Along The Short Short Direction Direction = T20 @ 150 mm mm = 2198 mm^2/m (Width)

Therefore OK

80

 

Structural Design Calculation

Top Reinforcement In Long Direction

Required Reinforcement Reinforcement Along Along The Long Direction = 1730.511 mm^2/m mm^2/m (Width)

Provided Minimum Reinforcement Reinforcement Along Along The Long Direction Direction = T25 @ 200 mm =2450 mm^2/m mm^2/m (Width) Therefore OK

Top Reinforcement In Short Direction

Required Reinforcement Reinforcement Along Along The Short Short Direction = 1544.778 mm^2/m mm^2/m (Width)

Provided Reinforcement Along The Short Direction = T20 @150 mm = 2198 mm^2/m (Width) (Width) Therefore OK

81

 

Structural Design Calculation

Check Shear

Shear Reinforcement In Long Direction

Required Reinforcement Along The Long Long Direction Direction =3563.71 mm^2/ m (width) Provided Reinforcement Along The Short Short Direction = 2 x ( T20 @ 150 mm ) = 2 x 314 x 7= 7= 4396 mm^2/m (width) Therefore OK

Check Punching

 D/C Due To The Concrete Capacity = 0.2683 < 1 , Therefore OK

82

 

 

Structural Design Calculation

DESIGN OF TIE BEAM

83

   

 

Structural Design Calculation

DESIGN OF TIE BEAM

a) LOADS ON TIE BEAM

Imposed linear dead load due to weight of stair and walls

Imposed linear live load 84

 

 

Structural Design Calculation

 

Ground Displacement Note: 5mm differential settlement is considered for tie beam design as shown above

b) SHEAR AND MOMENT DIAGRAM

 

Ultimate bending moment(Mu) = 464.73 kN.m   Ultimate shear force(Vu) = 336.86 kN

85

 

 

Structural Design Calculation

 

c) DESIGN OF TIE BEAM

86

   

 

Structural Design Calculation

DESIGN OF CONNECTION BETWEEN PRECAST PRECA ST ELEMENTS

87

   

  Structural Design Calculation

DESIGN OF CONNECTION BETWEEN FOOTING AND COLUMN

1) CHECK FOR ULTIMATE SHEAR OF COLUMN SECTION (Vc) a) Parameters fc' = b= h= d=

40.0 MPa 800.0 mm 1600.0 mm 1430.0 mm

(concrete compressive strength) ( width of column) ( length of column) ( effective depth of column)

b) Calculation Vc = Vc = Vc = Vc =

0.75x1/6 √ fc' bxd

0.75X 1/6 √40.0x800.00x1,430.00 904411.41 N 904.41 kN

2) CHECK FOR ULTIMATE SHEAR OF REINFORCEMENT STEEL SECTION (Vs) a) Parameters fy =  Ast = b) Calculation Vs = Vs = Vs = Vs =

460.0 MPa (steel yield strength) 12864.00 mm² ( total area of steel provided 16nos-32mm dia Rebar) Pu =751.31 kN

0.60 x As x Fy 0.60 x1 x12 2,864.00x460.00 3550464.00 N 3550.46 kN

Mu =2400.44 kN.m

Vu =98.10 kN

3) TOTAL SHEAR CAPACITY OF JOINT ( Vt) Vt = Vt = Vt =

 Vc + Vs 904.41+3,550.46 4454.88 kN

ULTIMATE FORCE ACTING ON THE CONNECTION UDCON17=1.2DL+1LL+1QX

 As per analysis Maximum shear Force action on Column Vu = 98.10 kN Vt=4454.88 kN is greater than Vu=98.10 kN, therefore the section is OK!

For P-M capacity of the connection please refer to column design page… NOTE:

Strength of is achieved in the connection by reinforced concrete section consist of the follow following: ing: 1. Rebars as per column design connected by corrugated pipe with development length according   to PCI recommendation in chapter 6 page 6-8 ( see appendix B) 2. Concrete grout SikaGrout 214AE having strength of C80 Mpa 3. Bonding agent Sika Latex. 4. Roughen contact surface of foundation and column. 5. Pumping the grout to fill all the gaps between the two elements.

88

 

  Structural Design Calculation

DESIGN OF CONNECTION BETWEEN COLUMN AND BEAM

1) CHECK FOR UL ULTIMATE TIMATE CAPACITY OF SHEAR SHEAR KEY(Vk) a) Parameters  Ac = fa' =  Ack = ðn =

1280000.0 mm² 80.0 MPa 180000.0 mm² 0.48 MPa

= 1984.0 in² = 11603.0 psi = 279.0 in² = 69.6 psi

(area of concrete section ) (grout compressive strength) (area of shear key ) (total axial stress)

b) Calculation Vuk= Vuk= Vuk= Vuk=

0.2 √ fc' . Ack + 0.5 ðn . Ac

( in lb unit)

0.2√11,603.0x279.00 0.2√1 1,603.0x279.00 + 0.5x 69.60x1,984.00 75053.8 lb 334.67 KN

2) CHECK FOR ULTIMATE SHEAR OF COLUMN SECTION (Vc) a) Parameters fc' = b= h= d=

40.0 MPa 800.0 mm 1600.0 mm

(concrete compressive strength) ( width of column) ( length of column)

1430.0 mm

( length of column)

b) Calculation Vc = Vc = Vc = Vc =

0.75x1/6 √ fc' bxd

0.75X 1/6 √40.0x800.00x1,430.00 904411.41 N 904.41 kN

3) CHECK FOR ULTIMATE SHEAR OF REINFORCEMENT STEEL SECTION (Vs) a) Parameters fy =  Ast =

460.0 MPa (steel yield strength) 14472.00 mm² ( total area of steel provided)

b) Calculation Vs = Vs = Vs = Vs =

0.60 x As x Fy 0.60 x1 x14 4,472.00x460.00 3994272.00 N 3994.27 kN

4) TOTAL SHEAR CAPACITY OF JOINT ( Vt) Vt = Vt = Vt =

Vk + Vc + Vs 334.67 .67+904.41+3,994.27 5233.36 kN

89

 

  Structural Design Calculation

 

Pu =628.63 kN

Mu =2087.01 kN.m

Vu =98.10 kN

ULTIMATE FORCE ACTING ON THE CONNECTION UDCON17=1.2DL+1LL+1QX

 As per analysis Maximum shear Force action on Column Vu = 98.10 kN Vt=5223.36 kN is greater than Vu=98.10 kN, therefore the section is OK!

For P-M capacity of the connection please refer to column design page… NOTE:

Strength of is achieved in the connection by reinforced concrete section consist of the follow following: ing: 1. Rebars as per column design connected by groutec coupler with development length according   to manufacturer recommendation ( see appendix A) 2. Concrete grout SikaGrout 214AE having strength of C80 Mpa 3. Bonding agent Sika Latex. 4. Roughen contact surface of foundation and column with shear key. 5. Pumping the grout to fill all the gaps between the two elements.

90

 

 

Structural Design Calculation

LIFTING OF PRECAST BEAM

91

   

  Structural Design Calculation

LIFTING OF PRECAST BEAM

2-12.7mmØ strands 

2-12.7mmØ strands  L3 4-12.7mmØ strands  L3 L2

92

 

  Structural Design Calculation

A) FORCES DURING DEMOULDING

FORCE EQUIVALENT TO WEIGHT OF THE ELEMENT + 1.4 SUCTION FACTOR

LIFTING L2 FORCE = 303.96 kN AND L3 kN =163.14 kN

146.0 kN.m

CRITICAL BENDING MOMENT = 146.00 kN.m (SELFWEIGHT) DEFLECTION AT FREE END = 1.29mm 93

 

  Structural Design Calculation

B) CHECK FOR STRESSES DURING DEMOULDING

a) Parameters Ma = fci' = I =

 146.00 KN-m 20.0 MPa 3.55 x 10 ^6

(maximum moment during demoulding ) (concrete compressive strength during demoulding) (Moment on Inertia of section in weak axis)

b) Calculation (Allowable Cracking Stress)

= 0.62 x √20.00= fr =

0.62 x fc'

2.77 MPa

(Actual stress ) Ms = 1.4 x 146.0 = 204.40 kN.m ( including suction) fs = Mc/I

= 204.40 x10^6 x 400.00/3.55x 10^6 =

2.30 Mpa

 As per above calculation allowable cracking stress (fr) is greater than actual stress(fa), Therefore the section will not crack during demoulding.

C) CHECK FOR CAPACITY OF LIFTING L2

( SEE NEXT PAGE)

94

 

PROJECT:

SITTING AREA

 

-

Project no.: Made by:

Date: Page no.:

-

DESIGN CAPACITY OF LIFTING ANCHORS DESCRIPTION : 

Lifting capacity of L2

Note: Lifting Capacity of L1 is covered under this check because L2 is more critical than L1. t

PARAMETERS : fci' = 20.0 MPa fpu =

γc =

n= f=

t

1860.0 MPa 24.0 KN/m³ 4.0 1.0

(compressive (compressiv e strength of concrete at demoulding stage)  (tensile strength of prestressing steel)  (specific weight of concrete)  (strands quantity per lifting point)  (safety factor for bundling of strand, PCI Sect. 5.3.4.2) 

LOAD ANALYSIS : 303.96 KN

Lifting force =

Reaction Load on each Lifting Device:  T= t

303.96 KN

TENSILE CAPACITY OF STRAND Steel Strength (øNs)  øNs = ø n Aps Aps fpu fpu f  (Eq. ACI D.5.1.2)  0.75 Where: ø= (strength reduction factor, ACI D.4.4)  4 na = (number of anchors in a group)  8 ns = (number of strands in a group)  dps = 12.70 mm (outside diameter of anchor)  98.7 mm² (effective cross sectional area of anchor)   Aps = Therefore: øNs = (0.75 x 8 x 98.7mm² x 186 1860.0Mpa 0.0Mpa x 1.0) 1.0) /1000 øNs = 1101.49 KN Steel factor of safety:  Steel = 1101.4 1101.49KN 9KN /303.9 /303.96 6=

t

3.62

CONCRETE BREAKOUT ( SEE NEXT PAGE)

95

 

PROJECT: Project no.:

SITTING AREA -

Date:

-

Made by:

DESCRIPTION : 

-

Checked by: -

Rev:

-

CHECK FOR CONCRETE BREAKOUT

PARAMETERS: 

fci' = fpu = ɸt =

20.0 MPa 1860.0 MPa 0.65

(initial compressive strength of concrete during lifting)  D1

(tensile strength of lifting stud as per supplier) 

D2

(strength reduction reduction factor for tension D.4.4 ACI)  (embedment depth of stud) 

heft = 800.00 mm mm = 750.00 D1 = 4800.00 mm D2 = 4800.00 mm L= 1000.00 mm 7 kc=

Ca1=

500.00 mm

hef

(effective element thickness)  (location of lifting stud from left free end)  (location of lifting stud from right free end)  (deam depth) 

shear

(cast-in-place anchor factor D.5.2.2 ACI) 

links

(cen. of stud from side face for shear loading) 

Precast Element with lifting arrangement W=

34.9 Tons

L

(gross weight of element) 

D2

Note: max. D1 & D2 distance= 1.5hef 

ca1

D1 1.5hef

DESIGN CALCULATION: 

Nua = 303.96 KN

(maximum factored tensile force including suction) 

Check for capacity of concrete breakout:  ɸcNcb = (ɸcA Nc/  AN ANco) . ψed,N . ψc,N . ψcp,N . Nb

(ACI D5.2 Eq. D-4) 

 A NNcc = (L)[min(D1 , 1.5hef) + min(D2 , 1.5hef)] (ACI D5.2 Fig RD.5.2.1)  = 2250000.0 mm²  ψed,N = if ca,min≥1.5hef then ψed,N =1.0 then ψed,N =0.7+(0.3ca,min /1.5hef) if ca,min