rcc structure desing of hotel in hargeisa/ eng galaydh farah ahmed

BY:Eng Galaydh Farah Ahmed (063-4217888 / 090-7777724

By eng Abdikani Farah Ahmed

ACKNOWLEDGMENT

First our heartfelt thanks goes to our advisor Eng.A/lahi Bashir (Faxal) for preparing a mini

design project on provision of safe RCC structural design for his dedication in showing us all

important constructive and encouraging comments not only for the specific work, but also for

our future career.

We would like to thank specially Eng.Ayan Ali Osman for her sharing us her practical knowledge

and giving comments to make our wok real. Also, we would like to thank Eng.Farah M.(Dean of

faculty) for his motivation for this and everything we learnt from our entire university period.

Our great gratitude also goes to who share their ideas.

Last but not least many thanks go to our beloved family for their endless scarification in all our

life till now.


Abstract

In this mini structural design hotel, we will present the planning of a safe RCC structural design.

The major task is to plan a safe structural hotel design with the cost estimation of the project

and using a special structural design software as an evidence of the safety of the design.

Our task scope includes all the necessary design details focusing the materials used, and the

scenarios that took for the design.


Contents

Cover

Acknowledgement

Abstract

Contents

Chapter 1 : Introduction

Background

Process of the structural design

Chapter 2 : Architectural drawings

Chapter 3 : Structural Calculations

3.1.Slab Design

3.1.1. Interior Slab (S.6-5/C-D)

3.1.2. Corner Slab (S.2-4/A-B)

3.2.Beam Design

3.2.1. T - Beam (B.6/A-F)

3.2.2. Rectangular Beam (B.A/2-7)

3.3.Column Design

3.3.1. Interior Column (C.6/C)

3.3.2. Corner Column (C.2/A)

3.4.Footing Design

3.5.Stair case Design

Chapter 4 : Estimation and Conclusions

4.1. Abstract Estimation

4.1.1. Quantities for estimation of ground floor


4.1.2. Quantities for estimation of first floor

4.2. Conclusions and Recommendation

Appendixes

Detail Estimation

Detail Sections components


CHAPTER 1

INTRODUCTION

BACKGROUND

A hotel is an establishment that provides lodging paid on a short-term basis. Facilities provided

may range from a basic bed and storage for clothing, to luxury features like en-suite bathrooms.

Larger hotels may provide additional guest facilities such as a swimming pool, business center,

childcare, conference facilities and social function services. Hotel rooms are

usually numbered (or named in some smaller hotels and B &Bs) to allow guests to identify their

room. Some hotels offer meals as part of a room and board arrangement. In the United

Kingdom, a hotel is required by law to serve food and drinks to all guests within certain stated

hours. In Japan, hotels provide a minimized amount of room space and shared facilities.

In this mini project it will be about the structural analysis and design for the components of construction of hotel building. In generally this report covers, the design plan using AutoCAD 2D and ArchiCAD 18 3D, the structural design hand calculations by using British code BS 8110 1997,1985 and structural software design ETABS v.9.7.0. Also, this report will present the cost estimation of the project and all the necessary detail facilities for the implementation of the project. This report will detail both technical design procedure as well as a discussion into the reasons for each type of reinforcement and each steps in the design process and why certain decisions were made in the design process. Finally, at the end of this report, there are recommendations on how to adapt the design when future iterations of this design are carried out or if someone was to start the design over from scratch.

http://en.wikipedia.org/wiki/Lodging

http://en.wikipedia.org/wiki/En-suite

http://en.wikipedia.org/wiki/Room_number

http://en.wikipedia.org/wiki/Bed_and_breakfast


Process of the Structural design Structural design process A structural design project were divided into three phases, i.e. planning, designing and constructing. Planning: This phase involves consideration of the various requirements and factors affecting the general layout and dimensions of the structure and results in the choice of one or perhaps several alternative types of structure, which offer the best general solution. The primary consideration is the function of the structure. Designing: This phase involves a detailed consideration of the alternative solutions defined in the planning phase and results in the determination of the most suitable proportions, dimensions and details of the structural elements and connections for constructing each alternative structural arrangement being considered. Constructing: This phase involves mobilization of personnel; procurement of materials and equipment, including their transportation to the site, and actual on-site erection. During this phase, some redesign may be required if unforeseen difficulties occur, such as unavailability of specified materials or foundation problems. In this report project it will only emphasis planning and designing of this hotel project, with all the necessary detailing. On the construction phase it will be available if it is needed.


CHAPTER 2 ARCHITECTURUL DREWINGS This chapter will present the entire layout of the design with the structural drawings and sections of the building. All this drawings were used by drawing software's 2D and 3D, AutoCAD and ArchiCAD respectively. The whole area of this building is 30*30m , it will consist fence and main building, it will proved parking area and resting area. The main building consists two story, 4 single bed rooms, 2 master bedrooms with privet toilets, 2 public toilets and the reception area in the ground floor as the plan shows. The first floor consists 4 single bedrooms, 2 master bedrooms with privet toilets, 2 public toilets and a hall.

CHAPTER 3 STRUCTURAL CALCULATIONS


In this section, it indicates the structural hand calculations of the various components of the structure. In generally we will use BS 8110 as a guide line criteria. Structural Design Criteria This section describes the methods we used to design the various structural element systems and types. The following assumptions we have been made : Dead Loads Dead loads are calculated from the unit weights given in BS 8110 or from the actual known weights of the materials used. Where there is doubt as to the permanency of dead loads, such loads should be treated as imposed loads. Where permanent partitions are indicated, their actual weights are included in the dead load. Assumed dead loads for a typical floor are shown in Table 2 Table 2 Superimposed Dead Loads Component Loading Finishes & ceiling 1kN/m2 Partitions 7.2 KN/m Live Loads Live loads have been assessed in accordance with BS 6399 Pt1 and are summarised in Table 3. Live load reduction will be carried out in accordance with Bs6399 Pt 1, Table 3, Table 3 Live Loads Use Loading kN/m2 1.0 Corridor 4.0 1.1 Bedroom 2.0 1.2 Toilet 2.0 1.3 Stairs 4.0 1.4 Roof 1.5 3.1.Slab Design

3.1.1. Interior Slab (S.6-5/C-D)

Loading

Assume h =175 mm

Dead load

Self weight = 0.175*24 = 4.2 kN/m

Finishing = 1


total d.l 5.2

Live load = 4 kN/m

U.D.L = 1.4 d.l + 1.6 l.l

= 1.4 (5.2) + 1.6(4) = 13.68

Assume

c.o = 20 mm

= 12 mm

Fcu = 30 N/mm3

fy = 460 N/mm3

c = 24 kN/ m3

Mid span at long

Msy = sy *n*lx2 = 0.024*13.68*3.92 =4.99

√

.

]


Mid span at short side

Msx = sx *n*lx2 = 0.032*13.68*3.92 = 6.66 kN/m

√

.

]

Long side edge

√

mm

]

Short side edge

Msx= sx *n*lx2 = 0.0325*13.68*3.92 =6.76


√

.

.

]

Shear check

V= =

√

]

]

]

] ]

]

Deflection check

(

) (

)

(

) (

)


(

) (

)

3.1.2. Corner Slab (S.2-4/A-B)

Mid span at short

√

]

Mid span at long

√

]

EDGE span at short


√

]

EDGE span at long

√

]

Shear check

√

]

]

]

] ]

]


Deflection check

(

) (

)

(

) (

)

(

) (

)

3.2.Beam Design

3.2.1. T - Beam (B.6/A-F)

Beam size 350*200 mm Fcu=30N/mm Fy=460N/mm Cover = 30mm ф =16mm фl =10mm


фc =12mm Solution


Span [A_B][E_F]

√

]


Span [C-D]

√

mm2

]

Support [B__E]

√

Supports C_D

√

]

Shear check

√


[

]

[

]

[

]

]

]

[

]

√

Spacing

Deflection check

(

) (

)

(

) (

)

(

) (

)


3.2.2. Rectangular Beam (B.A/2-7)

Loading

Given

fcu:25kn/mm

fy:460kn/mm

fyv:250kn/mm

c.o:25mm

sl thickness: 175mm

Υ of blocks:12kn/m3

Υ oc concrete : 24kn/m3

Self weight of the Slab= 0.175*24 =4.2

Finishing =1

Total 5.2kn/m2

Self weight of the block

0.2*3*12 = 7.2kn.m

Self weight of the beam

0.2(0.35-0.175)*24 = 0.84kn.m

Dead load (2-4)

{

{

Live load

{

{

Td.l = 8.1+0.84+7.2 =16.14

U.D.L = 1.4(d.l)+1.6(l.l) = 1.4(16.14)+1.6(3.11) = 27.572kn

Dead load (4-5)

5.2+0.84+7.2 = 13.24

U.D.L = 1.4(d.l) = 18.56

Dead load (5-6)

{

{

Live load

{

{

Td.l = 6.93+0.84+7.2 =14.97

U.D.L = 1.4(d.l)+1.6(l.l) = 1.4(14.97)+1.6(2.66) = 25.2kn


Dead load (6-7)

{

{

Live load

{

{

Td.l = 6.85+0.84+7.2 =14.89

U.D.L = 1.4(d.l)+1.6(l.l) = 1.4(14.89)+1.6(2.63) = 25.2kn

Midspan [2-4]

√

]

Midspan [5-6]

√

]

Midspan [6-7]

√


]

Supports 4

√

]

Supports 5

√

]

Supports 6

√

]


Shear check

√

[

]

[

]

[

]

]

]

[

]

√

Spacing

Deflection check

(

) (

)


(

) (

)

(

) (

)

3.3.Column Design

3.3.1. Interior Column (C.6/C)

Column size = 400*200mm

Fcu= 30N/mm

Fy = 460N/mm

Cover = 40mm

ф = 16mm

фl= 8mm

ф =16mm

1. Loading Roof B1

Gk Span(6-5/c-d) dl= 5.2kn/m2

Span(6-5/c-a) dl= 5.2kn/m2

Self weight of the beam = 0.84kn/m Total Gk 14.71 Qk Span(6-5/c-d) l.l = 1.5kn/m2

Span(6-5/c-a) l.l =1.5kn/m2

Total Qk =3.99kn/m Roof B2 Span(6-5/c-d) d.l = 5.2kn/m2


Self weightof the beam = 0.84kn/m

Span(6-7/c-d) same as the above = 6.76kn/m

Self weightof the beam = 0.84

Total Gk = 14.36kn/m

Qk

Span(6-5/c-d) l.l 1.5kn/m2

n= (1.5*3.9)/3 = 1.95kn/m

Span(6-7/c-d) same as the above = 1.95

Total Qk = 3.9

Roof B3

span(6-7/c-d) d.l = 5.2kn/m2

Span(6-7/c-a) d.l = 5.2kn/ m2

self weight of the beam = 0.84kn/m

Total Gk = 14.53kn/m

Qk

span(6-7/c-d) = 1.5kn/m

Span(6-7/c-a)

n= (1.5*3.95)/3 = 1.975kn/m

Total Qk = 3.95

Roof b/4

Gk

Span(6-5/c-a) d.l = 5.2kn/ m2

(

)

Span(6-7/c-a) d.l= 5.2kn/ m2

(

)

Self weight of the beam = 0.84kn/m

Total Gk = 18.36


Qk

Span(6-5/c-a) l.l=1.5kn/m

(

)

Span(6-7/c-a) l.l = 1.5kn/m

(

)

Total Qk = 5.1kn/m

1st floor B1

Gk

Span(6-5/c-d) =6.93kn/m

Span(6-5/c-a) =5.2

s.w beam =0.84

block wall =7.2 (0.2*3*12=7.2)

Total Gk =20.17kn/m

Qk

Span(6-5/c-d) l.l = 4kn/m

(

)

Span(6-5/c-) l.l = 4kn/m

Total Qk = 9.33kn/m

1st floor B2

Gk

Span(6-5/c-d) =6.76kn/m

Span(6-5/c-d) =6.76

s.w beam =0.84

Total Gk =14.36kn/m

Qk




Total Qk = 10.4kn/m

1st floor B3

Gk

Span(6-5/c-d) =6.84kn/m

Span(6-5/c-b) =5.2

s.w beam =0.84

block wall =7.2 (0.2*3*12=7.2)

Total Gk =20.08kn/m

Qk



(

)

Total Qk = 9.26kn/m

1st floor B4

D.l of slab = 5.2kn/m

S.w of $beam = 0.84

Total Gk = 6.02kn/m

U.D.L = 1.4(6.02) = 8.43kn/m

2. Moment design

Moment (x-x)

kb(6/c-d) =

kb(6/c-b) =

kcu(c/6) =

kcu(c/6) =

MHT(x-x) = (

) – (

) =22.12kn.m

(

)


(

)

Moment (y-y)

kb(6/c-d) =

kb(6/c-b) =

kcu(c/6) =

kcu(c/6) =

(

) (

)

(

)

(

)

lex = 3309.6 mm

ley= 3147.4

ley/l =15.7 > 10

( )

k=1

(Madd)x = 2.623*1 = 2.623 kn.m

|(Madd)y = 9.45*1 = 9.45 kn.m

Mex = 12.58 + 2.623 = 15.2kn.m

mey = 0.44 + 9.45 = 9.89 kn.m


= (

)

shear link use R6

Moment design at lower column

Moment (x-x)

kb(6/c-d) =

kb(6/c-b) =

kcu(c/6) =

kcu(c/6) =

(

) (

)

(

)

Moment (y-y)

kb(6/c-d) =

kb(6/c-b) =

kcu(c/6) =

kcu(c/6) =

(

) (

)


(

)

( )

( )

( )

( )

( )

Mex = 11.2+13.2 = 24.52kn.m

mey = 1.82 + 41.3 = 43.12 kn.m

= (

)


shear link use R6

3.3.2. Corner Column (C.2/A)

1. Loading Roof B1

Gk

Span(B-A/2-4) dl= 5.2kn/m2



BLOCK wall = 7.4kn/m

Total Gk 11.82 kn/m

Qk

Span(B-A/2-4) = 1.5kn/m2

Gk

Span(B2 /2-4) dl= 5.2kn/m2



Total Gk 13.14 kn/m

Qk

Span(B2 /2-4) = 1.5kn/m2

first floor BA/2-4

Gk

Span(B-A/2-4) dl= 5.2kn/m2




Total Gk 16.14kn/m

Qk

Span(B-A/2-4) = 2kn/m2

Span(B2/2-4)

Gk

Span(B2/2-4) dl= 5.2kn/m2




Total Gk 14.9 kn/m

Qk

Span(B2/2-4) = 2kn/m2


2. Moment design

Moment (x-x)

kb(2/a-b) =

kcu(2/a) =

kcd(2/a) =

MHT(x-x) = (

) =29.85kn.m

(

)

(

)

Moment (Y-Y)

kb(2/a-b) =

kcu(2/a) =

kcd(2/a) =

MHT(Y-Y) = (

) =41.86kn.m

(

)

(

)

( )

( )


= (

)

shear link use R8

lower col


Moment (x-x)

kb(2/a-b) =

kcu(2/a) =

kcd(2/a) =

MHT(x-x) = (

) =32.63.m

(

)

(

)

( )

( )


= (

)

shear link use R8


3.4.Footing Design

Available Data

column size= 200*400mm 30

Dead load = 218.49KN

Live load = 85.715KN

Soil bearing capacity = 200KN/m2

Fcu = 30N/mm2

Fy = 460N/mm2

Assume

Cover = 50mm

h = 200mm

ф = 20mm

- for serviceability limit state = 218.49 + 85.715 = 309.21KN

provide 1.25*1.25 m= 1.5625m2

- Reinforcement design (ultimate limit state)

Design load = 1.4(218.49) + 1.6(85.715) = 443.03KN


√

Check (

)

Provide 3T20 (942.5mm2

Shear check

Checking maximum shear

√

Normal shear/ vertical shear @1.0d = 0.12d

[

]

[

]

[

]

]

[

]

[

]

Punching shear @1.5d

Critical perimeter = 2(400+200)+(8*1.5*120) = 2640mm

Area with perimeter = (400+(3*120))2 = 0.58*106 mm2


Punching shear = 283.5 (1.252 - 0.58) = 278.54KN

Punching shear stress,

Check cracking

Allowable distance between bars = 3d@750mm

3d = 3*120 = 360mm ˂ 750mm

therefore No further checking is required.

3.5.Stair case Design

Loading

= 24+15% d =

= 108.7

H =d+c+ =108.7 + 20 + 6 =134.7

Assume H = 150

Stair

waist dead load = 0.15*24*√ = 4.26 kn/mm2

Steps =

*24 = 2.10

Finishing = 1.0

Total d.l= 7.36 kn/mm2

Live load = 4 kn/m2

U.D.L = 1.4 d.l + 1.6 l.l

n2 = 1.4(7.36) + 1.6(4) = 16.7kn/mm2

Landing

Dead load = 0.15*24+1 =4.6

Live load =4

U.D.L = 1.4 d.l + 1.6 l.l

n1 = 1.4(4.6) + 1.6(4) = 12.84 kn/mm2

Main flight span


K=

Z= √

Ast =

Asmin =

Provide T12 (565.5) 170 c/c

Deflection

Fs=

Mf =

(

)

(

) (

)

(

) (

)

(

) (

)

Second flight span

K=

Z= √

As =

Asmin =

Provide T12 (678.58 mm) 150 c/c

Shear check

Amax =

= 33.075


√

]

]

]

] ]

]

Deflection

Fs=

Mf =

(

) (

)

(

) (

)

(

) (

)


CHAPTER 4

ESTIMATION AND CONCLUTION

This estimation has some limitations about the accuracy of the multiplied unit rate that has been

used, so it is necessary to check if it is been prepared for implantation.

4.1. Abstract Estimation

4.1.1. Quantities for estimation of ground floor

Item No Description of items Qty Unit

Rate pe

Unit of rate Amount

1 Earth work in excavation 107.568 m3 7

752.976

2 Earth work in filling on foundation trench loose earth 15.7536 m3 12

189.0432

3 Sand filling for plinth area 35.648 m3 12

427.776

4 Cement concrete C10 12.88 m3 65

837.2

5 Cement concrete C30 for RCC work excluding reinforcement 78.486365 m3 300

23545.9095

6 Building rubber mason stone unit in the panel wall foundation 161.374 m3 45

7261.83

7 Building walls by block 20cm thick with 1:6 mortar cement in super structure 54.234 m3 16

867.744

8 75mm thick slab flooring in lime concrete 1:2:7 17.1225 m3 65

1112.9625

9 Tiles with 1:6 cement mortar 198.48 m2 16

3175.68

10 Plastering the masonry walls 649.705 m2 4

2598.82

11 white washing with two coats 649.705 m2 0.9

584.7345

12 distempering with two coats 649.705 m2 1.5

974.5575

13 Installing door s & windows

5000

Doors 10 pc 130

1300

Main gate1 1 pc 1200

1200

Main gate2 1 pc 800

800

windows 16 pc 135

2160

Total 52789.2332

Add 10% cost of building for water supply and sanitation

4530.76332

Add 9% cost of building for electricity installation

4077.6869

Total 61397.6834

Add 5% cost for cotengency

2695.8042

GROUND TOTAL

64093.4876


4.1.2. Quantities for estimation of first floor

Item No

Description of items Qty Unit Rate per

Unit of rate

Amount

1 Cement concrete C30 for RCC work excluding reinforcement

65.613125 m3 300 19683.9375

2 Building walls by block 20cm thick with 1:6 mortar cement in super structure

67.007 m3 16 1072.112

9 Tiles with 1:6 cement mortar 198.48 m2 16 3175.68

3 Plastering the masonry walls 649.705 m2 5 3248.525

4 white washing with two coats 649.705 m2 1 649.705

5 distempering with two coats 649.705 m2 2 1299.41

6 Installing door s & windows

Door 13 pc 150 1950

Windows 16 pc 155 2480

Window 1 pc 500 500

Total 34059.3695

Add 10% cost of building for water supply and sanitation

3405.93695

Add 9% cost of building for electricity installation

3065.34326

Total 40530.6497

Add 5% cost for contingency 2026.53249

GROUND TOTAL $ 42557.1822

GROUND TOTAL OF THE BUILDING $ 106650.67


4.2. Conclusions and Recommendation

During the structural design, it has been made allot of assumptions that will be necessary to be check

out if it is implanting. The main and the most one is the depth of the foundation, it is necessary to be

check out and determine the actual one in the field but not less than as the assumed one. However,

we are highly recommending that any specification mention here should be done seriously by

qualified supervisors.

rcc structure desing of hotel in hargeisa/ eng galaydh farah ahmed

Documents