HRC Report

MAHIMTURA CONSULTANTS PVT. LTD Project :- RESIDENTIAL TOWER FOR NISH DEVELOPERS PVT LTD CURRY ROAD MUMBAI

C/ 6589 /2014 H.R.C. REPORT Date:10/04/2014

PROJECT : PROPOSED RESIDENTIAL TOWER AT CURRY ROAD MUMBAI

CLEINT : M/S. NISH DEVELOPERS PVT. LTD.

ARCHITECT : VIVEK BHOLE

STRUCTURAL CONSULTANT : M/S. MAHIMTURA CONSULTANTS PVT. LTD.

GEO-TECH CONSULTANTS : PROF. G. B . CHAUDHARI

I am here with submitting the check list as a main structural consultant as per prescribed format as follows

Design Basis Report as per the document HRC/DBR/V1.0.

Description of Sub-structure and Super- structure as per the format given in the Appendix enclosed.

Brief Description of structural system:

Structural system comprise of framed columns, shear wall & flat slab system

Brief note on modeling:Basic modeling has been generated in our customized interface program along with all primary loadings and the same is exported in Etabs ver. 9.7.4 for analysis. The output of the analysis is modified again by customized interface package for in house design module.

Whether infill/ partition wall is idealized as part of lateral load resisting system = No a) Zone Factor = 0.16b) Importance factor = 1.0c) Response Reduction factor = 4.0d) Soil Type = Ie) % LL considered in seismic UPTO 3KN/M2 = 25 %

ABOVE 3KN/M2 = 50%f) Time Period in the horizontal X-direction = 2.15 sec

(from formula in code)g) Time Period in the horizontal Z-direction = 3.02 sec

(from formula in code)h) Total Seismic weight (Sw) of building (in kN) = 3978616.56 kNi) Static Base-shear in X-direction (as % of Sw) = 0.93 %j) Static Base-shear in Z-direction (as % of Sw) = 0.66 %k) Table of distribution for static base shear = Attached sheet No. 1l) Max. deflection at roof level. = 240 mm for EQ Xm) Max. inter storey drift. = 1 / 752

Page No. 1


1) Wind loading details.a) Category of building = IIIb) Class of building = Cc) Basic wind speed in m/sec. = 44 m/secd) Maximum wind pressure = -1396.2 KN WT4 e) Force coefficient = N/Af) Wind Base-shear in the horizontal X-direction = 29436 KN g) Wind Base-shear in the horizontal Z-direction = 45143 KN h) Gust factor calculations (if Gust- wind applied) = N/Ai) Details of wind –tunnel force data (if applicable) = ENCLOSEDj) Estimate magnitude of wind induced vibrations = 5.5 milli.g in x direction

and 5.5 milli-g in y k) Max. deflection at roof level. = 240 mm FOR WT1 l) Max. inter storey drift. = 1 / 867m) Data from Dynamic Analysis.

Modes Frequency Time Period X participation Z participationMode 1 0.155 6.45 47.02 0.007Mode 2 0.143 5.99 1.47 55.55Mode 3 0.168 5.95 12.75 5.56Mode 4 0.574 1.74 8.99 0.005Mode 5 0.628 1.59 7.29 0.1992Mode 6 0.645 1.55 0.05 16.85Mode 7 1.162 0.86 3.40 0.003Mode 8 1.298 0.77 2.59 0.040Mode 9 1.351 0.74 0.01 6.222Mode 10 1.851 0.54 2.23 0.002Mode 11 2.083 0.48 1.47 0.026Mode 12 2.173 0.46 0.004 3.73Mode 13 2.564 0.39 1.869 0.001Mode 14 2.857 0.35 1.108 0.011Mode 15 3.031 0.33 0.001 2,86Mode 16 3.334 0.30 1,372 0.001

SUMMATION 91.65 91.12

2) Table for lateral deflection at Terrace Level.

Load Case

Dx-max (mm) H/Dx Drift-x Dz-max

(mm) H/Dz Drift-Z

DL 2.63 98174 0.000019 9.63 26812 0.000126DL + LL 3.14 82229 0.000022 7.7 33532 0.000121

EQx 231 111.7 0.000983 0.03 258200 0.00002EQz 0.13 258200 0.00001 145.75 1772.5 0.000646Wx 32.96 7834 0.000155 180 1434 0.000787Wz 56.39 4579 0.000250 143.6 1798 0.000629

Page No. 2


3) Table for Torsional irregularity (along x-direction).

Load Case Corner 1

Corner 2

Corner 3

Corner 4 Avg-x %

Max./Avg.

Eq-x (mm) 231 230 217 218 224 103Wind-x (mm) 54 52 64 62 58 110

4) Table for Torsional irregularity (along z-direction).

Load Case Corner 1

Corner 2

Corner 3

Corner 4 Avg-x %

Max./Avg.

Eq-z (mm) 145 146 146 145 145.5 100.34Wind-z (mm) 179 170 168 167 171 104.6

5) Acceleration values.

Eq-x Eq-z Eq-x Eq-z WL-x WL-z

(Static) (Static) (dyn) (dyn) mili G mili G

0.46 0.33 0.16 0.16 5.5 5.5

6) Data for Vertical Elements.

a) Size of maximum loaded column = 1.95x1.85 mtrs

b) Gravity load on max. loaded column = 33223 K N

c) Axial stress in max. loaded column (Gravity loads) = 9.2 N/mm2

d) Grade of max. loaded column = M60

e) Axial settlement in max. loaded column = 2.58 mm

f) Axial settlement in min. loaded column = 0.06 mm

g) % Base-shear resisted by all columns along X (static) = N / A

h) % Base-shear resisted by all columns along Z (static) = N / A

7) Data for Floating Columns.

Page No. 3


a) Total gravity load on floating column

FC3 FC4 FC5 FC6 FC7 FC8N / A N / A N / A N / A N / A N / A

b) Size and span of Girders supporting floating columns B = N / A D = N / A L = N / A

Number of floors supported by floating columns = N / Ac) Deflecting of Girders under column (from model) = N / Ad) Deflecting of Girders under column (from s/s action) = N / Ae) Specific details about floating columns on cantilever Girders = N / A

8) Data for soft story effect.

a) Stiffness of lower floor (in deflection/KN) = N.Ab) Stiffness of upper floor (in deflection/KN) = N.Ac) Relative stiffness ratio (upper/ lower) = N.Ad) Level of soft story = N.Ae) Number of floors above soft story = N.A

9) Data for each cantilever.a) Cantilever span = 4.25 mb) Structural system = Overhang c) Nature of usage = Balconyd) Maximum elastic deflection under gravity loads = 7.5 mm

10) Provide stability calculations for uplift and overturning (model extract in case of model) : Attached soft copy of safe Extract xl sheet which shows no uplift in any of the piles

11) Typical design calculations for footings : Attached in the calculation report

12) Typical design calculations for RCC columns : Attached in the calculation report

13) Typical design calculations for RCC walls : Attached in the calculation report

14) Typical design calculations for RCC beams (or Steel Beams) : Attached in the calculation report

15) Typical design calculations for RCC Girders (Or Steel Girders/ Trusses) : Attached in the calculation report N.A.

16) Typical design calculations for Steel Bracings : N.APage No. 4


17) Wind tunnel studies shall be conducted for any HRB with total height beyond normal ground level exceeding 250 mt. Wind tunnel study shall include modeling of all surrounding obstacles in the area. The report from study should be submitted. : REPORT ENCLOSED

18) Provide a note on special provisions suggested for the building (like dampers etc.) : N.A

19) Soft copy of model including input and output. Attached

20) Soft copy of Power point presentation including all above points. Attached

21) Typical design calculations for RCC Girders (Or Steel Girders/ Trusses) : N / A 22) Typical design calculations for Steel Bracings : N.A

23) Wind tunnel studies shall be conducted for any HRB with total height beyond normal ground level exceeding 250 mt. Wind tunnel study shall include modeling of all surrounding obstacles in the area. The report from study should be submitted. : REPORT ENCLOSED

24) Provide a note on special provisions suggested for the building (like dampers etc.) : N.A

25) Soft copy of model including input and output. Attached

26) Soft copy of Power point presentation including all above points. Attached

27) Items 1 through 26 on CD.

Page No. 5


APPENDIXDESCRIPTION OF SUB-STRUCTURE

NO. OF BASEMENT 1 Minimum clearance between outermost basement retaining wall and compound wall

3 MTRS

Has a shoring system been installed? Submit sectional detail of the shoring system

N / A

Give details of methodology used to resist uplift pressure due to ground water for tower portion as well as the portion outside the tower.

Bottom Level of Raft w.r.t. ground level in mts.Total downward load of self weight of raft + Counter weight over raft + Rock Anchors if any(for raft spanning between columns)

Whether level assumed for uplift calculation

5 MTRS7.5 KN/M2+19.8KN/M2+25mm dia @ 2000 mm c/c

YESDescription of the foundation for the tower block

RAFT, INDIVIDUAL FOOTINGS, COMBINED FOOTINGS

N / A

Nature of Foundation RAFT, INDIVIDUAL FOOTINGS, COMBINED FOOTINGS

N / A

SBC assumed T/sq.mt. 300 T/M2 N.A.Sub-grade Elastic Modulus 300000 K N /M3 N.A.Flooring system of the Basements N / A N / A Retaining wall types & Sequence of backfilling

N / A PROPPED CANTILEVER WALL. BACKFILLING IS AFTER FULL STRENGTH OF RETAINING WALL

Intended Use of basements N / A PARKING AND SERVICESS

If rock anchors are used, are they grouted after installation and stressing?

YES

Is structural steel used in the construction of the sub-structure? N.A

If yes, what are the measures taken for its fire proofing and corrosion resistance?

N.A

Whether Expansion/Separation joints provide?Whether expansion joint/separation joint continues through basement?If yes, detail at Basement level & retaining wall junction

N.A

N.A

N.A

Page No. 6


DESCRIPTION OF STRUCTURE

No. of Floors

The RESIDENTIAL Building consists of Lower

Basement + Ground floor + 9 Podium Floor +

Service Floor + 56 Typical floors + Terrace & LMR

/ OHT

Shape Of Building, Plan, Elevation whether Symmetric in Elevation

CURVED ( SEE PLAN )YES

Maximum plan dimension in either direction in mt.

L = 112.65 mB = 54.7 m

Ratio of plan dimension L/B = 2.05Typical Floor to floor height in mt.Maximum floor to floor height in entire height of building in mt.

3.85 m6 m

Aspect ratio (Height of building till Terrace/ Minimum Dimension of Building) H/B = 4.66

Type of floor slab RCCAverage thickness of floor slab in mm. 225 mmWhether column are RCC, Composite or In structural steel RCC

Lateral SystemWhether the Geometry of Building is Symmetric

Shear walls in the core portion YES

Whether the lateral load resisting system is symmetrically placed in Geometry YES

Use of floor at different levels (Residential / Commercial / industrial) RESIDENTIAL

Is there any Transfer level?If yes, depth of Transfer Girder N.A

Whether Expansion joint is provided?If yes, what is the maximum plan dimension in mt.

N.A

Whether separation gap is sufficient joint is provide? N.A

Maximum cantilever projection in mt. 4.25m (beam)

Page No. 7

Documents

HRC Report