DETAIL ENGINEERING ASSESSMENT OF RMG 01 (7 - STORIED GARMENTS

BUILDING) OF FAKIR FASHIONAT DOHARGAON, BALIPARA, RUPGONJ,

NARAYANGANJ (+23.784289N, 90.587415E)

Revision History

0 Revision-0 (Original Issue ID:TCS.RMG-01) 05-09-2014

Rev. Revision information Date

Reviewed by Approved by

Mostafizur Rahman, BSc in Civil Mohammad Mahfuzur Rahman, MSc in Civil & Structural

SEP, 2014

TABLE OF CONTENTS

1.1 INTRODUCTION

1.2 DIFFERENCE IN FINDINGS OF CONCRETE COURSE AGGREGATE:1.3 DETAILED DESCRIPTION FOLLOWING ACCORD REPORT1.2 SUMMARY FINDINGS (FOLLOWING ACCORD REPORT):1.4 MATERIAL TESTING:

2.0 SCOPE OF WORK3.1 VISUAL INSPECTION3.2 AS-BUILT ARCHITECTURAL AND STRUCTURAL DRAWINGS4.0 ANALYTICAL STUDY5.0 STRUCTURAL DESIGN CONCEPT & CRITERIA.

5.1 CODES AND STANDARD5.2 LOADS CONSIDERED FOR EACH FLOOR5.3 MATERIALS CONSIDERED IN DESIGN 5.4 TOP DEFLECTION DUE TO LATERAL LOAD5.5 SOIL INVESTIGATION REPORT5.6 ADEQUACY OF FOUNDATION5.7 ADEQUACY OF COLUMN5.8 ADEQUACY OF SLAB AND BEAM DESIGN

6.0 CONCLUDING REMARKS

APPENDIX A (LOAD PLAN)APPENDIX B (STEEL STRUCTURE DESIGN REPORT ALONG WITH BRACING ARRANGEMENT)APPENDIX C (SOIL INVESTIGATION REPORT)APPENDIX D (AS BUILT ARCHITECTURAL DRAWINGS OF BUILDING)APPENDIX E (AS BUILT STRUCTURAL DRAWINGS OF BUILDING)APPENDIX F (BUET TEST DATA FOR CORE TEST)APPENDIX G (RE-BAR SCAN TEST DATA)

1.0 INTRODUCTION

The eight storied with helipad without basement garment factory building for FAKIR FASHION at Narayangonj. Ground floor to 7th floor consist of Sewing and fnishng section with office, stair and toilet block.

Detail Engineering Assessment (DEA) of the building is done as per Guidelines for Assessment of Structural Integrity of Existing RMG Factory Buildings in Bangladesh by National Tripartite Plan of Action on Fire Safety and Structural Integrity.

1.2 SUMMARY FINDINGS (FOLLOWING ACCORD REPORT):

A) As-built Drawings are not matching the site conditions

As built Architectural and Structural drawings have been added in APPENDIX B. Where column strengthened and non strengthened part has been shown separate sheet.

B) Loading from ongoing modification works

The consultant has visited all floors of the building and measured the actual load for parmanenet and modified partion. And finally prepared the load plan (Added in APPENDIX A)C) Load management – (Loading plans required) Load plan has been added in APPENDIX A.

D) Column strengths for internal columns from Ground to Third Floor The consultant also found the building at a position where internal columns have been strengthened upto 2nd floor. Structural analysis shows better safety of the building with added column size and reinforcement.

E) Loading from ongoing modification works The consultant has visited all floors of the building and measured the actual load for parmanenet and modified partion. And finally prepared the load plan (Added in APPENDIX A)

F) Cracking in beams and slabs:The consultant observed and found that, all crackes in beams and slab are from shrinkage. Not for flexural.

G) Water causing damage and risk of corrosion Special treatment has been proposed from consultant to FAKIR FASHION to stop spilling of water in building expansion joint. Treatment drawing has been added in APPENDIX G.

H) Handrails on roof missing next to stairs (non structural)

Handrail has already installed at site.

I) Slab Beam design:The consultant has performed a 3D finite element model based structural design of the structure considering following observation:

i) Stability provided by moment frame action and brick in-fill walls.ii) R.C. Beam and column frame with a 2-way solid slab.iii) Slab Thickness: 165 mm which is adequate from ACI codeiv) Maximum Grid: 6.1m x 7.2m.v) Column Size ground and first: (strengthened, previously smaller): 950mm x

520mm, All floors above: 750mm x 320mmvi) Meeting room at roof with Helicopter pad on it.vii) Pile foundation at base (As per site data)

Finally the consultant performed calculations to slab and beam with all loading as per LOAD PLAN and found them both satisfactory

1.3 LOAD PLAN

Load Plans for every floor is prepared that reflect the actual use of the factory including actual material and work product loads as typically stored at maximum density. A load plan clearly shows measured aisle widths and extent of loading areas. Load plans, duly approved by the Engineering Team, shall be posted by the factory owner at each floor level. Storage areas shall be clearly marked to indicate maximum allowable stored height of typical stacked materials. Load plan has been added in APPENDIX A.

Office part at 7th floor of RMG 01

Finishing Sector at Ground Floor of RMG 01

Finishing & Office Sector at 5th Floor of RMG 01

Finishing & Office Sector at 4th Floor of RMG 01

Finishing & Office Sector at 1st Floor of RMG 01

Finishing & Office Sector at 6th Floor of RMG 01

Sample & Office Sector at 3rd Floor of RMG 01

1.4 RCC Base at Ground floor

Helicopter Pad at 8th Floor

The consultant found a casting below tiles of ground floor of thickness 150mm (6”) with reinforcement (i.e RCC) which will provide additional safety to transfer load direct beneth the earth.

1.5 FLOOR OCCUPANCY:

Crack in plastered slab top Crack in plastered beam side

Crack in plastered surface are shrinkage crack, not flexural crack.

RCC floor at ground floor (6” thick)

Water spilling out from expansion joint Water spilling out from expansion joint

Expansion joint has been repaired.

No railing on roof in ACCORD report.

Currently installed railing.

Localized extra loading has been already distributed as per load plan.

1.4 MATERIAL TESTING & RESULTS:

Following test has been performed to ascertain the material characteristic of the building construction

1) Core test to ascertain concrete compressive strength.2) Rebar scan to determine rebar diameter, cover and number of rebar.3) Manual smidth hammer test to roughly check concrete compressive strength.

Specimen No Fc’ (psi) Source

C-2 Core cutting and test by BUET.

(Added in APPENDIX F)

Slab 2 Core cutting and test by BUET.(Added in APPENDIX F)

Column number inStructural Drawing

Column size /Rebar dia & number.

Source

TP1 (C7) Re-bar scanning test(Added in APPENDIX G)

TP2 (C6) Re-bar scanning test(Added in APPENDIX G)

TP3 (C6) Re-bar scanning test(Added in APPENDIX G)

TP4 (C5) Re-bar scanning test(Added in APPENDIX G)

Column number inStructural Drawing

Column size /Rebar dia & number.

Source

Beam B1 + Zone from bottom

Re-bar scanning test(Added in APPENDIX G)

Beam B1 – Zone from bottom

Re-bar scanning test(Added in APPENDIX G)

Beam B2 + Zone from bottom

Re-bar scanning test(Added in APPENDIX G)

Beam B3 – Zone from bottm

Re-bar scanning test(Added in APPENDIX G)

1.6 NDT & Core cutting pictures

Cor e cutting in 1st Column from 6th floor of RMG - 01

Collected 1st column core from 6th floor of RMG - 01

Cor e cutting in 2nd Column from 6th floor of RMG - 01

Collected 2nd Column core from 6th floor of RMG - 01

Cor e cutting in Slab from 7th floor of RMG - 01

Collected Slab core from 7th floor of RMG - 01

Re-bar Scanning at site

Re-bar Scanning at site

2.0 SCOPE OF DETAIL ENGINEERING ASSESSMENT WORK.

The scope of work is to evaluate the structural and foundation adequacy of the building based on the as-built architectural and structural drawings. The safety assessment of the building for maximum loading combinations that it is likely to experience during its lifetime requires comprehensive investigation involving detailed structural analysis based on design strength. Checking of different structural members will be done on the basis of actual strength of concrete and steel used in construction.

The major scope of the work is to check the safety and stability of different structural members, like

a) Checking for the top deflection of the structure b) Adequacy of the individual footingsc) Adequacy of the column sizes and reinforcement.d) Checking the design of other structural members.

3.1 VISUAL INSPECTION

The Consultants visited all floors of the building and inspected the physical condition of both structural members (columns, beams, floor slabs etc.) and non-structural members

(brick partition walls (etc). Some cracks has been obervered in plaster and some structural elements.

From the visual inspection of the building it appears to be safe. There is no likelihood of any threat or risk in using the building for the purpose intended.

3.2 AS-BUILT ARCHITECTURAL AND STRUCTURAL DRAWINGS

Two types of as-built have been prepared. As-built structural and architectural drawing has been prepared based on site survey and supplied drawing by FAKIR FASHION.

As-built Architectural drawing has been prepared by surveying each floor and collecting data of floor occupancy, Grid spacing, Partition wall, column position and number, beam position etc.

As-built structural drawing has been prepared based on supplied drawing by FAKIR FASHION. To check rebar arrangement and number ‘Re-bar scan’ test has been performed. Regarding re-bar, final decision has been made based on re-bar scanning test. Concrete strength has been checked by cutting cores and tested for compressive strength. Foundation arrangement can not be checked as it was pile foundation. The consultant has to rely on site data and supplied drawing. Finally checking Beam / Column size, arrangement & orientation, As-built structural drawing has prepared.4.0 ANALYTICAL STUDY

Based on the supplied as built architectural and structural drawings, The Consultant “The Civil and Structures” (TCS) independently developed a computer analysis model and carried out complete analysis of the structure incorporating various design requirements as per Bangladesh National Building Code (BNBC). Loading values, load combinations, design parameters, strength calculation are taken from the BNBC and design parameters used in the design drawings. The results obtained from computer model are checked against relevant specifications and hand calculations. Finally, based on the analytical results, structural and foundation safety and stability are recommended.

5.0 STRUCTURAL DESIGN CONCEPT & CRITERIA

The structural element of the complex has been designed considering the following criteria.

5.1 CODES AND STANDARD

Bangladesh national Building Code - 1993 (BNBC)American Concrete Institute (ACI 318-99)American Society for Testing Materials (ASTM)

5.2 LOADS CONSIDERED FOR EACH FLOOR

Dead load:

Dead load is the vertical load due to the weight of permanent structural and non-structural component of a building, e.g walls, ceilings, permanent partitions and fixed service equipment. Unit weight of materials and the calculation of design dead loads are according to section 2.2, Chapter 2, part 6 of BNBC.

Live load:

Live load is the load superimposed by the user or occupancy of the building but not including the environment load. The live load considered for the building is given below in Table 1:

Table 1: Floor occupancy and live loadSrno

Floor Use of floor Height ofFloor (ft)

Live load(kN/m2)

1 Ground floor

Finishing room, Sewing room, Office room

2

2 1st Floor Finishing room, Sewing room, Office room

2

3 2nd Floor Finishing room, Sewing room, Office room

2

4 3rd Floor Sample room, Sewing room, Office room 25 4thFloor Finishing room, Sewing room, Office

room2

6 5th Floor Finishing room, Sewing room, Office room

2

7 6th Floor Finishing room, Sewing room, Office room

2

8 7th Floor Office room, Dinning hall area, Reservoir Tank, Sewing section, Preayer room

3

9 8th

Floor(Roof)Helipad 3

Wind load:

The calculation of wind load conforms the Sub-clause 2.4, Chapter 2, and part 6 of BNBC. The following equation has been used to calculate design wind pressure of the structure

Pz = Cg Cp Cc Ci Cz Vb2 [BNBC, 2.4.6.2, 2.4.6.3 page – 6-33, 6-34]Exposure A was considered for wind load calculation.Following are the basic parameters assumed for wind loads on building.

Basic Wind Speed: 195 Km/hr (Ref. BNBC)Structure Importance Coefficient: 1.0Exposure Category: ‘A’Combined Height and Exposure Coefficient: As per Table 6.2.10 (Ref. BNBC)

Overall pressure coefficients for wind load are used as per table 6.2.15 (BNBC)Seismic load:

The calculation of seismic load conforms the Sub-clause 2.5, Chapter 2, Part 6 of BNBC. Equivalent Static Force Method has been used for calculation of seismic lateral forces for the factory building.

Load Combination:

The following load combinations are considered for assessment of existing RMG factory building RC structures:

1.1.2 D+1.6L2.1.05D+1.25L+1.0W (or 1.0E)

(Lateral loads from all possible directions are considered)D= Dead load, L=Live load, W=Wind load, E= Earthquake load, Lr=Roof Live Load, Lf=Floor Live Load.

5.3 MATERIALS CONSIDERED IN DESIGN

As per National Tripartite Plan of Action, in the case of detail engineering assessment, the material strength of the main structural members shall, in order of priority, be based on the following:

i. Test results (or manufacturer’s certification) performed during the construction, if any.

ii. Results obtained during the assessment by NDT and/or core testing for concrete and test on steel sample collected from the structures.

iii. Strength parameters specified in the construction/design drawings duly verified by testing.

In absence of proper documentation of the structure, the Engineering Team may assume the following material properties, unless good engineering judgment indicates that lesser values should be assumed.

(1) Reinforced concrete – 23.37 MPa (3390 psi) (2) Reinforcing steel - 415 MPa (60ksi)

5.4 STABILITY AND LATERAL LOAD RESISTING SYSTEM

RC Beam and column frames with a two way solid slab is the lateral load resisting system for 8 storied Factory Building. Two way slab system has been introduced in all floors of the building. The slab thickness has been considered 6.5 inch. RC Beam and column frames with a two way solid slab is the lateral load resisting system.

The design requirement is that the building structure should have adequate atrenght to resist and to remain stable under the worst probable actions that may occur during the lifetime of the building, including the period of construction. The provision of adequate stiffness, particularly lateral stiffness, is a major consideration in the design of a building for several important reasons. As far as the ultimate limit state is concerned, lateral deflections must be limited to allowable value to prevent second order P-Delta effects due to gravity loading. In terms of serviceability limit states, deflections must first be maintained at a sufficiently low level to allow the proper functioning of the non-structural components such as elevators and doors, second to avoid the distress of the structure, to prevent the excessive cracking and consequent loss of stiffness. The top deflection due to lateral load at roof level of the main building is given below in tabular form.

Story Point UX UYROOF 1 0.2 -0.1ROOF 1 -0.2 -0.1ROOF 1 0.0 1.2ROOF 1 0.0 -1.3ROOF 2 0.2 -0.1ROOF 2 -0.2 -0.1ROOF 2 0.0 1.2ROOF 2 0.0 -1.3ROOF 3 0.2 -0.1ROOF 3 -0.2 0.0ROOF 3 0.0 1.2ROOF 3 0.0 -1.3

ROOF 4 0.2 -0.1ROOF 4 -0.2 0.0ROOF 4 0.0 1.2ROOF 4 0.0 -1.3ROOF 5 0.2 -0.1ROOF 5 -0.2 0.0ROOF 5 0.0 1.2ROOF 5 0.0 -1.3ROOF 6 0.2 -0.1ROOF 6 -0.2 -0.1ROOF 6 0.0 1.2ROOF 6 0.0 -1.3ROOF 9 0.2 -0.1

ROOF 9 -0.2 0.0ROOF 9 0.0 1.2ROOF 9 0.0 -1.3ROOF 10 0.2 -0.1ROOF 10 -0.2 0.0ROOF 10 0.0 1.2ROOF 10 0.0 -1.3ROOF 11 0.2 -0.1ROOF 11 -0.2 0.0ROOF 11 0.0 1.2ROOF 11 0.0 -1.3ROOF 12 0.2 -0.1ROOF 12 -0.2 -0.1ROOF 12 0.0 1.2ROOF 12 0.0 -1.3ROOF 13 0.2 -0.1ROOF 13 -0.2 -0.1ROOF 13 0.0 1.2ROOF 13 0.0 -1.3ROOF 14 0.2 -0.1ROOF 14 -0.2 -0.1ROOF 14 0.0 1.2ROOF 14 0.0 -1.3ROOF 15 0.2 -0.1ROOF 15 -0.2 -0.1ROOF 15 0.0 1.2ROOF 15 0.0 -1.3ROOF 16 0.2 -0.1ROOF 16 -0.2 -0.1ROOF 16 0.0 1.2ROOF 16 0.0 -1.3ROOF 17 0.2 -0.1ROOF 17 -0.2 -0.1ROOF 17 0.0 1.2ROOF 17 0.0 -1.3ROOF 18 0.2 -0.1ROOF 18 -0.2 -0.1ROOF 18 0.0 1.2ROOF 18 0.0 -1.3ROOF 19 0.2 -0.1ROOF 19 -0.2 -0.1

ROOF 19 0.0 1.2ROOF 19 0.0 -1.3ROOF 20 0.2 -0.1ROOF 20 -0.2 -0.1ROOF 20 0.0 1.2ROOF 20 0.0 -1.3ROOF 21 0.2 -0.1ROOF 21 -0.2 -0.1ROOF 21 0.0 1.2ROOF 21 0.0 -1.3ROOF 22 0.2 -0.1ROOF 22 -0.2 -0.1ROOF 22 0.0 1.2ROOF 22 0.0 -1.3ROOF 23 0.2 -0.1ROOF 23 -0.2 -0.1ROOF 23 0.0 1.2ROOF 23 0.0 -1.3ROOF 24 0.2 -0.1ROOF 24 -0.2 -0.1ROOF 24 0.0 1.2ROOF 24 0.0 -1.3ROOF 25 0.2 0.0ROOF 25 -0.2 -0.1ROOF 25 0.0 1.2ROOF 25 0.0 -1.3ROOF 26 0.2 0.0ROOF 26 -0.2 -0.1ROOF 26 0.0 1.2ROOF 26 0.0 -1.3ROOF 27 0.2 -0.1ROOF 27 -0.2 -0.1ROOF 27 0.0 1.2ROOF 27 0.0 -1.3ROOF 28 0.2 -0.1ROOF 28 -0.2 -0.1ROOF 28 0.0 1.2ROOF 28 0.0 -1.3ROOF 29 0.2 -0.1

ROOF 29 -0.2 0.0ROOF 29 0.0 1.2ROOF 29 0.0 -1.3ROOF 30 0.2 -0.1ROOF 30 -0.2 0.0ROOF 30 0.0 1.2ROOF 30 0.0 -1.3ROOF 31 0.2 -0.1ROOF 31 -0.2 -0.1ROOF 31 0.0 1.2ROOF 31 0.0 -1.3ROOF 32 0.2 -0.1ROOF 32 -0.2 -0.1ROOF 32 0.0 1.2ROOF 32 0.0 -1.3ROOF 33 0.2 -0.1ROOF 33 -0.2 -0.1ROOF 33 0.0 1.2ROOF 33 0.0 -1.3ROOF 34 0.2 -0.1ROOF 34 -0.2 -0.1ROOF 34 0.0 1.2ROOF 34 0.0 -1.3ROOF 35 0.2 0.0ROOF 35 -0.2 -0.1ROOF 35 0.0 1.2ROOF 35 0.0 -1.3ROOF 36 0.2 -0.1ROOF 36 -0.2 -0.1ROOF 36 0.0 1.2ROOF 36 0.0 -1.3ROOF 37 0.2 -0.1ROOF 37 -0.2 -0.1ROOF 37 0.0 1.2ROOF 37 0.0 -1.3ROOF 38 0.2 -0.1ROOF 38 -0.2 -0.1ROOF 38 0.0 1.2ROOF 38 0.0 -1.3ROOF 39 0.2 -0.1

ROOF 39 -0.2 -0.1

ROOF 39 0.0 1.2ROOF 39 0.0 -1.3ROOF 40 0.2 -0.1ROOF 40 -0.2 -0.1ROOF 40 0.0 1.2ROOF 40 0.0 -1.3ROOF 41 0.2 -0.1ROOF 41 -0.2 -0.1ROOF 41 0.0 1.2ROOF 41 0.0 -1.3ROOF 42 0.2 -0.1ROOF 42 -0.2 0.0ROOF 42 0.0 1.2ROOF 42 0.0 -1.3ROOF 43 0.2 -0.1ROOF 43 -0.2 0.0ROOF 43 0.0 1.2ROOF 43 0.0 -1.3ROOF 44 0.2 -0.1ROOF 44 -0.2 0.0ROOF 44 0.0 1.2ROOF 44 0.0 -1.3ROOF 45 0.2 -0.1ROOF 45 -0.2 0.0ROOF 45 0.0 1.2ROOF 45 0.0 -1.3ROOF 46 0.2 -0.1ROOF 46 -0.2 0.0ROOF 46 0.0 1.2ROOF 46 0.0 -1.3ROOF 47 0.2 -0.1ROOF 47 -0.2 -0.1ROOF 47 0.0 1.2ROOF 47 0.0 -1.3ROOF 48 0.2 -0.1ROOF 48 -0.2 0.0ROOF 48 0.0 1.2ROOF 48 0.0 -1.3ROOF 49 0.2 -0.1

ROOF 49 -0.2 0.0

ROOF 49 0.0 1.1ROOF 49 0.0 -1.3ROOF 50 0.2 -0.1ROOF 50 -0.2 0.0ROOF 50 0.0 1.1ROOF 50 0.0 -1.3ROOF 51 0.2 -0.1ROOF 51 -0.2 -0.1ROOF 51 0.0 1.2ROOF 51 0.0 -1.3ROOF 52 0.2 -0.1ROOF 52 -0.2 0.0ROOF 52 0.0 1.2ROOF 52 0.0 -1.3ROOF 53 0.2 -0.1ROOF 53 -0.2 0.0ROOF 53 0.0 1.2ROOF 53 0.0 -1.3ROOF 54 0.2 -0.1ROOF 54 -0.2 0.0ROOF 54 0.0 1.2ROOF 54 0.0 -1.3ROOF 55 0.2 -0.1ROOF 55 -0.2 -0.1ROOF 55 0.0 1.2ROOF 55 0.0 -1.3ROOF 56 0.2 -0.1ROOF 56 -0.2 -0.1ROOF 56 0.0 1.2ROOF 56 0.0 -1.3ROOF 57 0.2 -0.1ROOF 57 -0.2 -0.1ROOF 57 0.0 1.2ROOF 57 0.0 -1.3ROOF 58 0.2 -0.1ROOF 58 -0.2 -0.1ROOF 58 0.0 1.2ROOF 58 0.0 -1.3ROOF 59 0.2 -0.1

ROOF 59 -0.2 -0.1

ROOF 59 0.0 1.2ROOF 59 0.0 -1.3ROOF 60 0.2 0.0ROOF 60 -0.2 -0.1ROOF 60 0.0 1.2ROOF 60 0.0 -1.3ROOF 61 0.2 -0.1ROOF 61 -0.2 -0.1ROOF 61 0.0 1.2ROOF 61 0.0 -1.3ROOF 62 0.2 -0.1ROOF 62 -0.2 -0.1ROOF 62 0.0 1.2ROOF 62 0.0 -1.3ROOF 63 0.2 -0.1ROOF 63 -0.2 -0.1ROOF 63 0.0 1.2ROOF 63 0.0 -1.3ROOF 64 0.2 -0.1ROOF 64 -0.2 -0.1ROOF 64 0.0 1.2ROOF 64 0.0 -1.3ROOF 65 0.2 -0.1ROOF 65 -0.2 0.0ROOF 65 0.0 1.2ROOF 65 0.0 -1.3ROOF 66 0.2 -0.1ROOF 66 -0.2 0.0ROOF 66 0.0 1.2ROOF 66 0.0 -1.3ROOF 67 0.2 -0.1ROOF 67 -0.2 0.0ROOF 67 0.0 1.2ROOF 67 0.0 -1.3ROOF 68 0.2 -0.1ROOF 68 -0.2 0.0ROOF 68 0.0 1.2ROOF 68 0.0 -1.3ROOF 69 0.2 -0.1

ROOF 69 -0.2 0.0ROOF 69 0.0 1.2ROOF 69 0.0 -1.3ROOF 70 0.2 -0.1

ROOF 70 -0.2 0.0ROOF 70 0.0 1.2ROOF 70 0.0 -1.3

The maximum unfactored top deflection is 1.3 inch which is less than the allowable limit H/400 (i.e 84*12/400 = 2.52 in). Hence it is safe and stable from deflection point of view.

5.5 SOIL INVESTIGATION REPORT

5.6 ADEQUACY OF FOUNDATION

The factory has a total 9 floors including the top helipad. The typical floor height is 12’-0’’. The foundation of the factory building is pile supported foundation and the thickness of all the pile caps have been found satisfactory from punching shear point of view. The interior columns are supported by 3 piles which can easily undergo the maximum load coming from the interior. The length of all the piles has been considered from the SPT of the soil report. The reinforcement provided both in pile and pile cap have been found satisfactory from flexural point of view. The minimum thickness has also been considered for the calculation of the flexural reinforcement of pile and pile caps. The total length of the pile is 70’-0’’from EGL. The diameter of the pile is about 20’’. Which has found satisfactory to carry the load from above? Additional ground floor slab of 6” thickness with reinforcement will provide extra bearing capacity. It will transmit the load direct beneath the eath.

Figure: Pile foundation layout plan.

Figure: Column identification no in Etabs.

Considering SDEAD LOAD= 50 psf

Analysis Point

in Etabs

Column Reaction

(Kip)

Provided

Pile Nos

Load on

each pile

1 699 3 2332 603 3 2013 1033 3 3444 1082 3 3615 1139 3 3806 1094 3 3659 1076 3 359

10 1085 3 36211 1142 3 38112 1097 3 36613 601 3 20014 697 3 23215 1177 3 39216 1140 3 38017 1084 3 361

18 1080 3 36019 1081 3 36020 1075 3 35821 1177 3 39222 1141 3 38023 1086 3 36224 1081 3 36025 1140 3 38026 1128 3 37627 1138 3 37928 974 3 32529 964 2 48230 960 3 32031 367 2 18332 369 2 18533 366 2 18334 357 2 17835 516 2 25836 617 2 308

37 619 2 30938 614 2 30739 614 2 30740 612 2 30641 668 2 33442 335 2 16843 529 2 26544 615 2 30845 613 2 30646 618 2 30947 619 2 30948 874 2 43749 569 2 28450 646 2 32351 618 2 30952 605 2 30253 635 2 318

54 363 2 18155 635 2 31856 639 2 31957 639 2 32058 644 2 32259 638 2 31960 593 2 29761 434 2 21762 453 2 22763 211 2 10664 270 2 13565 287 2 14366 277 2 13867 248 2 12468 203 2 10169 427 2 21370 880 3 293

The piles provided are found within allowable capacity to carry the loads of 9 storied building. The thickness and reinforcement provided in pile cap are also found adequate from punching and beam shear point of view. Besides 6” thick RCC floor slab at basement floor level will be additional safety against bearing failure of the building. This basement floor RCC slab will also act as mat foundation.

5.7 ADEQUACY OF COLUMN

The reinforcements required at ground floor level from ETABS analysis is given below

Figure: Required column reinforcement (in2)

Figure: Column identification no in Etabs at building base level.

Table 5: Column reinforcement (in2)

Analysis Point

in Etabs

Column Reaction

(Kip)

Provided Reinforcement

Required Reinforcement

Comments

1 699 5.2 2 603 5.2 3 1033 8.0 4 1082 8.0 5 1139 8.0 6 1094 8.0 9 1076 8.0

10 1085 8.0 11 1142 8.0 12 1097 8.0 13 601 5.2

14 697 5.2 15 1177 8.0 16 1140 8.0 17 1084 8.0 18 1080 8.0 19 1081 8.0 20 1075 8.0 21 1177 8.0 22 1141 8.0 23 1086 8.0 24 1081 8.0 25 1140 8.0 26 1128 8.0 27 1138 8.0 28 974 5.2 29 964 5.2 30 960 5.2 31 367 5.2 32 369 5.2 33 366 5.2 34 357 5.2 35 516 5.2 36 617 5.2 37 619 5.2 38 614 5.2 39 614 5.2 40 612 5.2 41 668 5.2 42 335 5.2 43 529 5.2 44 615 5.2 45 613 5.2 46 618 5.2 47 619 5.2 48 874 5.2 49 569 5.2 50 646 5.2 51 618 5.2 52 605 5.2 53 635 5.2

54 363 5.2

55 635 5.2 56 639 5.2 57 639 5.2 58 644 5.2 59 638 5.2 60 593 5.2 61 434 5.2 62 453 5.2 63 211 5.2 64 270 5.2 65 287 5.2 66 277 5.2 67 248 5.2 68 203 5.2 69 427 5.2 70 880 5.2

The reinforcement provided at ground floor levels are found near to adequate for all columns. Provided reinforcement in all columns at other floor levels are also found more than the required reinforcement. Hence all columns are safe.

5.8 ADEQUACY OF SLAB AND BEAM DESIGN

The typical floor roof slab is two way supported slab. The maximum panel size is 20’-0” x 24’-0” and the thickness provided 6.5” is adequate as per BNBC / ACI Code. For smaller panel sizes, provided thickness is adequate. The reinforcement provided in typical floor roof slab is different in different location which is adequate forom design point of view. Required beam reinforce is more than provided reinforcement.

6.0 CONCLUDING REMARKS

The structure was modeled using 3-D computer program ETABS V9.6and designed for all possible load combinations. The following observations have been done.

The maximum unfactored top deflection is 1.3 inch which is less than the allowable limit of 2.52 inch. Hence it is safe and stable from deflection point of view.

The factory has a total 9 floors including the top helipad. Typical floor height is 12’-0’’. The foundation of the factory building is pile supported foundation and the thickness of all the pile caps have been found satisfactory from punching shear point of view. The interior columns are supporte by 3 piles which can easily undergo the maximum load

coming from the interior column. The length of all the piles has been considered from the SPT of the soil report. The reinforcement provided both in pile and pile cap have been found satisfactory from flexural point of view. The minimum thickness has also been considered for the calculation of the flexural reinforcement of pile and pile caps. The total length of the pile is 80’-0’’from EGL. The diameter of the pile is about 20’’. Which will be enough to carry the load from above. The reinforcement provided at ground floor columns are found adequate for all columns. Provided reinforcement in all columns at other floor levels are also found more than the required reinforcement. Hence all columns are safe.

The typical floor roof slab is two way supported slab. The maximum panel size is 20’-0” x 24’-0” and the thickness provided 6.5” is adequate as per BNBC / ACI Code. For smaller panel sizes, provided thickness is adequate. The reinforcement provided in typical floor roof slab is different in different location which is adequate from m design point of view. Required beam reinforce is more than provided reinforcement.

APPENDIX A

(LOAD PLAN)

APPENDIX B

(STEEL STRUCTURE DESIGN REPORT ALONG WITH BRACING ARRANGEMENT)

APPENDIX C

(SOIL INVESTIGATION REPORT)

APPENDIX D

(AS BUILT ARCHITECTURAL DRAWINGS OF BUILDING)

APPENDIX E

(AS BUILT STRUCTURAL DRAWINGS OF BUILDING)

APPENDIX F

(BUET TEST DATA FOR CORE TEST)

APPENDIX G

( RE-BAR SCAN TEST DATA)