Design Report Zawayda Drinking Water Access Project

Engineering. Management & Infrastructure Consultants

Rimal, Gaza – Palestine.

Tele: +972-8-2836155

Fax: +972-8-2840580

E-mail: [email protected]

July- 2020

Design Report

Zawayda Drinking Water Access Project

mailto:[email protected]

1

Table of Contents

1- INTRODUCTION ........................................................................................................... 2

2- THE STUDY AREA ....................................................................................................... 3

3- PROJECT DESCRIPTION:............................................................................................. 4

4- PROJECT OBJECTIVES ................................................................................................ 5

5- METHODOLOGY.......................................................................................................... 6

6- PROJECT ACTIVITIES ................................................................................................. 8

6.1 PROJECT MOBILIZATION .................................................................................... 8

6.2 SITE VISITS, DATA COLLECTION AND INTERVIEWS ........................................... 9

6.3 DESIGN OF DESALINATION PLANT .................................................................... 11

6.4 PLANT DESIGN CALCULATION .......................................................................... 11

6.5 NET WORK AND FILLING POINTS DESIGN ........................................................ 14

6.6 NETWORK DESIGN ............................................................................................. 17

6.7 STRUCTURAL DESIGN AND WATER TANK DESIGN ........................................... 19

7- TENDER DOCUMENTS ............................................................................................... 20

8- PROJECT IMPLEMENTATION PLAN .......................................................................... 21

APPENDIX A: CALCULATION SHEET FOR CIVIL WORK ....................................................... 22

A.1. INTRODUCTION: ....................................................................................................... 23

A.2. CONSTRUCTION MATERIAL: ...................................................................................... 23

A.3. SLAB LOADING ......................................................................................................... 24

A.4. ANALYSIS OF SOLID SLAB UNDER STEEL WATER TANK: ............................................. 25

A.5. DESIGN OF SLABS ..................................................................................................... 27

A.6. ANALYSIS AND DESIGN OF BEAMS ............................................................................. 29

A.7. DESIGN OF COLUMNS: ............................................................................................... 34

A.8. DESIGN OF PILES: .................................................................................................. 37

A.9. DESIGN OF CIRCULAR STEEL WATER TANK: .............................................................. 40

APPENDIX B: MEMBRANE AND HOUSING CALCULATIONS .................................................. 43

2

1- INTRODUCTION

The Gaza Strip’s only source of water is the groundwater coastal aquifer. In the absence

of other significant water resources, this resource is currently facing a serious challenge

in terms of quantity and quality, leading to severe water insecurity in the Gaza Strip.

Gaza’s coastal aquifer is suffering over abstraction due to municipal supply and

agricultural consumption, which is about four times as much as the low recharge rate

from rainfall runoff. This is causing a phenomenon called “seawater intrusion”, where

salty seawater is intruding inward to the water aquifer as the water table levels drop

below sea levels. Seawater intrusion has caused the concentration levels of chlorides and

nitrates to increase well beyond the World Health Organization’s (WHO) standard

concentration limits for potable water. This is in addition to the infiltration of

hydrocarbons and pathogens into the water aquifer from leaking untreated wastewater,

and improperly designed solid waste dumping sites. Hence, the water is unpotable and is

not safe to drink without prior treatment. As a result, Gaza has become reliant on brackish

groundwater and seawater desalination.

Currently, about 160 brackish water desalination plants in the Gaza Strip desalinate the

water from the aquifer for drinking water. Half of these plants are privately owned, the

other half are public, NGO, or school owned. These plants distribute to the Gazan

population via tanker trucks, which is a very expensive method of water transmission, a

cost burdening the average Gazan consumer. The trucks then fill 200L – 500L water tanks

at households used solely for drinking and cooking. However, due to lack of quality

assurance measures, technical capacities of the plant operators, and public awareness, a

2015 study showed that the level of biological contamination (when tested for Total

Coliform) of this drinking water has reached an average of 45% at the plant level. When

the chain is viewed overall, the contamination level increases to 57% through the

distribution process, and up to 68% at the household level.

The combined effects of the impending public health crisis, lack of access to safe potable

water, environmental degradation, lack of wastewater treatment and insufficient

electricity, highlight the need for immediate interventions to alleviate the suffering of the

Palestinian people in Gaza. Such interventions must be aimed at providing affordable

access to safe drinking water, as well as, reliable access to water and wastewater

infrastructure services.

Based on that Mercy Corps conducted a number of consultations with the relevant local

WASH experts and some key stakeholders, to assess the capacity of water delivery, water

treatment, and wastewater handling infrastructure throughout the Gaza Strip to look for

the critical gaps in the essential WASH service delivery in order to identify interventions

3

to address the basic needs of Gazans and respond to the increasing prevalence of

household vulnerability. One of their proposed interventions is to build a desalination

water plant in the vulnerable areas. So, Mercy Corps in partnership with the Initiative

for Palestinian Economy (IPE), targeted Zawayda area aiming to provide a better water

service at a lower price for their vulnerable neighborhood.

2- THE STUDY AREA

Zawayda is located in the center of the Gaza Strip, west of Al Maghazi camp. According to

PCBS, the current population (2020) is estimated to be around 26,718 people living in an

area of about 7.0 square kilometers, see Figure 1. There is one main road in Zawayda

called Khalid-bin-Alwaleed Street. As many other parts of Gaza, the residents suffer from

high poverty, unemployment, a lack of electricity, and poor infrastructure.

Figure 1: Zawayda Location and residential zones

The area is divided into 11 zones, table 1 presents the name, population, number of

buildings and size of each zone by 2017 according to PCBS.

4

Table 1: Zawayda population, area and buildings per zone in 2017

Zone # Zone _Name

Population (inhabitants) NO_ Buildings Zones.area_m2

Alamal 1810 280 682904 الامل حي 1

Al Anssar 1376 205 394182 الأنصار حي 2

Al Rahma 3467 498 1042356 الرحمة حي 3

Al Salam 1697 268 492479 السلام حي 4

Al Sahaba 1695 217 754482 الصحابة حي 5

Al Sedeq 2999 305 316280 الصديق حي 6

AlAwda 2235 366 458390 العودة حي 7

Al Farwq 3219 456 575666 الفاروق حي 8

AlWaha 583 142 533265 الواحة حي 9

Tal Azhour 3838 541 849977 الزهور تل حي 10

Salah El Deen 1180 215 458226الدين صلاح حي 11

Total 24,099 3493 6,558,207

The residents of Zawayda currently receive water from four water wells located within

the center of the neighborhood. An existing 60 cubic meters per hour (CMH) brackish

water well called “Aaesha” is located at a high elevation point on the southern side of

Zawayda. The aim of our project is to design and construct a desalination plant in Zawayda

complete with a dedicated network supplying filling points serving the population of

Zawayda.

3- PROJECT DESCRIPTION:

Mercy Corps want to build a desalination water plant for Zawayda. The proposed

desalination plant for Zawayda needs to be designed with enough capacity to run on

available grid power only, as there shall not be any reliance on backup generators to

operate the plant for the water quantities. This is to ensure that the running cost incurred

by the operator will be at a minimum. The desalination water plant will have built in

Aaesha Water well site, as this well will be used as a location for the desalination plant

and water storage tank. In addition to, the desalination plant will be equipped with SMBS,

Antiscalant, Caustic Soda, and Chlorination dosing pumps for the pre and post treatment

processes. Also, the tank will serve all the filling points by gravity as to ensure water is

available around the clock, especially when electricity isn’t available. The tank will supply

the filling points via the dedicated network.

5

4- PROJECT OBJECTIVES

The purpose of this contract is meant to ensure the execution of Design and Construction

Supervision by:

1. Phase 1: Design, producing and submitting high-level technical documentation

(i.e. technical drawings, BoQs and Technical Specifications) for the proposed

desalination water plant.

2. Phase 2: Supervising construction works execution on site.

The scope of consultancy services are as follows: ➢ Carry out a wide range of site survey and field investigation that are necessary

for sound planning and appropriate design of the required works.

➢ Send Mercy Corps a detailed project timeline.

➢ Design the project components and provide technical drawings and calculation

sheets for the below components:

1. Brackish Water Desalination Plant at Aaesha Water Well, the design will

consider

2. The desalinated water network of PE pipe.

3. Filling points distributed across the camp with a maximum walking distance

of 100m to any filling point. A minimum of 30 filling points as mentioned in

TOR.

4. Detailed design of elevated storage tank. Approximately 80 cubic meters.

➢ Develop the Tender Documents and Bill of Quantities for the project. (The Tendering process will be undertaken by Mercy Corps’ procurement department).

➢ Rehabilitation works for the existing water well manifold and structure including

the demolition and reconstruction of the well room.

Design Supervison

6

5- METHODOLOGY

The general approach that describes the methodology and work plan for the consultant

to carry out the design services in this contract.

The concept for the provision of consulting services for these services was based on the

principles discussed hereafter. The Consultant will form a professional team for the

proper execution of the required consulting services. The Consultant general concept to

the provision of consulting services throughout the project was based on ensuring that

value for money is obtained for the employer whilst never sacrificing quality. To achieve

this aim, the Consultant conducted the followings:

✓ Utilize his experience on similar projects and his experience in local markets.

✓ Assign his most experienced professional, management, review, and specialist

support and backstopping staff.

✓ Involve its management to the extent that would ensure total compliance with

owner requirements and achieve the work compatible with international standards

in terms of quality, durability and economy.

✓ Utilize computerized means for supervising, managing and communicating its work

and shall submit time schedule for its activities that would coincide the time

limitation.

✓ Undertake site visits and investigations.

✓ For collection of data meet with beneficiaries& representative.

✓ Preparing design of the above-mentioned components.

The consultants followed a sequence of steps to ensure the efficiency and effectiveness

in using the available resources to achieve the required goals of this consultancy service.

7

Figure 1: Project Methodology

Project Mobilization

Site Visit and data Collection

Design of project components

Tender documents

Client Aproval

Project Implementation plan

Client

Mercy Corps Approval

8

6- PROJECT ACTIVITIES

6.1 PROJECT MOBILIZATION

In this task the project activities were initiated with meetings between the Consultant’s

design team, Mercy corps, and representatives from Zawayda community in order to take

their input into consideration. The aims of such meetings are to introduce the consultant

staff and their understanding to the project. The community meetings aimed to introduce

the project to the community and share with them their roles and responsibilities during

construction and operation of the project, see photo 1

Photo 1: Meetings with community members

9

6.2 SITE VISITS, DATA COLLECTION AND INTERVIEWS

Our team conducted visits for the entire area affecting the design of the project The

reviewing works included the followings:

✓ Studying the project requirements as prepared by the Mercy Corps.

✓ Obtaining all available information and data necessary for the work. This

includes drawings, reports, etc.

✓ Review the roads condition such type of pavement and traffic conditions.

✓ Obtaining all available information and data necessary for the work. This

includes drawings, reports, photos, tests from competent authorities and

through field visits

In the same time, the consultant collected the following data from the municipality:

1. Map with residential zone’s name and size

2. Contour map for the municipality

3. map of roads with type of road (Asphalted, Interlock or unpaved)

the consultant collected from PCBS the existing and future population for the study

area. Also, the consultant conducted many visits and meetings with local firms that deal

with desalination plants and water tanks to ensure the capacity of local market to

supply and install the project components, see photo 2.

Photo 2: The Proposed Desalination Plant Location

10

Photo 3 : Typical Desalination Plant and Water Tank

Photo 4: Site visits to project location and local firms

Design of project components:

Our design team prepared design criteria and made detail design for the following

components:

A. Desalination Plant.

B. Water Supply Network

C. Filling points

D. Structural design and Steel Water tank

11

6.3 DESIGN OF DESALINATION PLANT

Plant capacity

The municipality operate ground water well (Aisha well) since 13 years and deliver

directly to existing network. The well is allocated at high area 35 m above sea level

within private land owned by one of its residents. The desalination plant will be

allocated in the same place of the well.

To determine the capacity of the desalination plant and water tank, the consultant

depended PCSB figures for population forecasting. According to PCBS, the population of

al Zawayda is 26,718 inhabitants by 2020 and increase with 3.5% annual growth rate. By

2030, the expected population is 37690. Assuming 4 liters are required per person per

day for drinking and 70% of population will depend of this source, this means that the

desalinated water required will increase from 75 m3/day by 2020 to 106 m3/day by

2030.

The elevated tank storage capacity is 80 m3 which means that it provide storage for one

day at 2020. Assuming the min power supply is 8 hours/day and max 12 hours. To

provide 106 m3 per day within 8 hours, the desalination plant capacity is designed to be

15 m3/hr. at 2020, the plant will operate 5 hr/day and increase to 7.5 hr/day by 2030.

6.4 PLANT DESIGN CALCULATION

Raw Water

➢ Source

Brackish water - Aaesha Water Well

➢ Capacity of treated water – Desalination Unit

The capacity of desalination Plant 360 m3/ day

➢ Working Hour

Average daily electricity Power on 8 h/ day

Grid power used ONLY.

Note : No standby generator .

➢ Raw water quality data

Projected and prospective raw water supply to RO units (contractor to verify raw

water quality data).

12

Design criteria for Desalination unit

Description Value UoM

Physical

TDS Design value 10,000 ppm

TDS Operating range 3,500 ppm

EC 7000 µS/c

Odor Undetectable m

Design Water Temperature 17 oC

Operating Water temperature 12÷28 oC

Density N/A --

Color Transparent --

Turbidity <5 NTU

Parameter Required Standard Unit

Plant production rate:

360

o per day [m3/day]

o per hour 15 [m3/h]

Design temperature

17

[Deg oC]

Water recovery rate 75 [%]

Required raw water flow 20 [m3/h]

Brine flow 5 [m3/h]

13

Product water quality data

The product water quality should be within the following limits, as indicated in

the table below

Description UoM Normal Reference Values

range

Physical

TDS mg/l < 150 Norm

Turbidity NTU 5 max.

Chemical

Organic Matter

Fat, Oil and harmful

elements Not present

Inorganic Matter

pH 7- 8 Min/max

Chlorides (Cl) mg/l <50 max.

Sulfates (SO4) mg/l < 50 max.

Nitrates (NO3) mg/l < 20 max.

Total hardness as CaCO3 ppm 50-200 Min-Max.

m-Alkalinity as CaCO3 ppm 30-50 Min-Max

Free Chlorine mg/l as < 1 max.

Cl2

Quality Control

Langlier Saturation Index LSI + 0,1÷ Positive

+0,3

For membrane and housing calculations, See Appendix B

14

6.5 NET WORK AND FILLING POINTS DESIGN

Filling point design:

The consultant allocated the filling points to cover the total area of Zawayda. The maximum

distance between filling points is about 500 m to make it accessible to all residents. The

consultant tried to make the location of filling points as much as possible within the walls of

public buildings as schools, mosques, youth clubs, …., etc. The GIS is the tools used to determine

the locations of filling points which based on:

1. The population densities of each neighborhood.

2. Existing of public services and facilities for the city (mosques, schools, clinics, etc.)

3. The distance between the water filling points should not be more than 500 m

4. The distance between the farthest building and the nearest filling point is not more than

350 m, depending on the road network.

The process followed using GIS was:

1. The population was calculated according to the municipality’s classifications. 2. Residential districts based on densities were classified into 3 categories (High, Medium

and Low) see Figure 2.

3. The city's public services were added and taken into consideration in the distribution of

water distribution points, see Figure 3.

Figure 2: Classification of residential zones based on density

15

Figure 3: Location of public services

4. The sites were initially chosen by buffer tools to determine the locations based on the

built-up area and for the distances between the water distribution points to do not

exceed 500 meters, see Figure 4 below.

5. Streets layer was added and a network analysis was done, so that the distance should not

exceed 300 meters from the house to the water distribution points.

6. The filling points location have been modified, according to all conditions, in terms of the

distance between the filling points, the distance between the buildings and accessible

roads

7. Based on that, 34 filling points are proposed which can cover 90% of built up area with

max walking distance of 300 m. Each filling point consists of three taps with 20 l/min the

capacity of each tap. This means that the filling point max capacity is 60 l/min. each filling

point will be feed through 1.5” HDPE pipe.

16

Figure 4: buffering zones per filling point

17

6.6 NETWORK DESIGN

According to client requirement, the consultants designed the desalination plant which

deliver desalinated water to the elevated tank. The effective tank capacity is 80 m3 and

allocated at 5 m above the ground. The minimum high of water at the tank is 6 m above

GL and the maximum is 10 m. Water will be distributed at the network by gravity, see

Figure 5. The consultant prepares a plan for the network which consists of 4” main pipe

and 3”, 2” and 1.5” secondary pipes. The netwok is divided into three zones to manage

the hydraulic performance.

Figure 5: water network layout

The consultant used WaterGEMS software to design the network considering the worst

case where all filling points are working with 50% capacity with min head of 5 m. as the

water head will depend on the tank elevation without pumping and the three zones will

be operated separately. The consultant proposed to install valves for each zone. Table 2

presents the number, ground level and head per filling point.

18

Table 2: Filling point’s number, ground level and head

ID G.L(m) Head(m)

1 35 4.45

2 26.8 7.68

3 26 8.37

4 29 3.29

5 29 3.1

6 22 9.21

7 28 3.03

8 27.8 2.24

9 21.7 7.16

10 21 8.35

11 25 4.47

12 25.2 4.28

13 22 7.26

14 17 12.14

15 23.5 13.43

16 23.2 13.4

17 25 11.87

18 13.6 18.16

19 7.5 20.56

20 4 15.74

21 3.3 17.59

22 3.5 17.09

23 5.2 15.03

24 6 14.08

25 7.2 11.78

26 6.42 15.12

27 12 13.94

28 15 10.95

29 13.69 11.41

30 11 14.45

31 5.5 19.91

32 7 17.82

33 6.5 19.1

34 6.9 18.06

AS stated before, hydraulic system is designed as a three hydraulic zones. Figure 6 presents the

network with its phases.

19

Figure 6: Network phasing

6.7 STRUCTURAL DESIGN AND WATER TANK DESIGN

The following structural system is used in design the building and the water tank

• Beam Column system (Skelton) to resist the vertical Loads.

• Solid Slab 30 cm with drop beams under the Steel Water tank

Ribbed slabs 25 cm one-way with a mix of hidden and drop beams.

• Galvanized Steel Sheets of 2 mm thick with 40 mm stiffener was used for

4.7 diameter steel water tank.

• Foundation type is Pile Foundations.

• Robot Structural Analysis software, Sap2000 and Excel are used in

analysis and design of concrete elements.

20

The Codes of Practice used in design are:

Structural Concrete Design Code is ACI 318M–14.

American Institute of Steel Construction AISC 15th Edition (2017).

General Concrete Building Code: ASCE 7-2010.

A detailed design report of the reinforced concrete structural elements and the steel water tank

is attached in Appendix A.

7- TENDER DOCUMENTS

In conjunction with the detail design, the tender documents was prepared. The

tender documents included:

• Letter of invitation and instruction to bidders, including appendices with

form of Tender, Tender Security Form, Form of Agreement, Form of

Performance Guarantee, information of financing and disbursement

conditions and other information relevant to tender and procurement

packages.

• General conditions.

• Special conditions.

• General specifications.

• Technical specifications.

• Detailed Bills of Quantities.

• Schedule of particular information.

• List of Detailed drawings.

• Based on the detailed B.O.Q, the cost estimate will be prepared.

21

8- PROJECT IMPLEMENTATION PLAN

The project is planned to be implemented within four months which includes mobilization, installation, testing and operation. Table ??? present

the implementation plan. The following table shows a proposed implementation plan of the project.

Activity

Month 1 Month 2 Month 3 Month 4

W1 W2 W3 W4 W1 W2 W3 W4 W1 W2 W3 W4 W1 W2 W3 W4

1 Mobilization

2 Network Installation

3 Filling Point

4 Civil Work

4.1 Demolition

4.2 Building Construction

4.3 Finishing

5 Water Tank

6 Desalination Plant

7 Fitting installation/Operation

8 Submission

APPENDIX A: CALCULATION SHEET FOR CIVIL WORK

23

A.1. INTRODUCTION:

i. STRUCTURAL SYSTEM:

• Beam Column system (Skelton) to resist the vertical Loads.

• Solid Slab 30 cm with drop beams under the Steel Water tank

Ribbed slabs 25 cm one-way with a mix of hidden and drop beams.

• Galvanized Steel Sheets of 2 mm thick with 40 mm stiffener was used

for 4.7 diameter steel water tank.

• Foundation type is Pile Foundations.

• Robot Structural Analysis software, Sap2000 and Excel are used in

analysis and design of concrete elements.

ii. CODES OF PRACTICE:

Structural Concrete Design Code is ACI 318M–14.

American Institute of Steel Construction AISC 15th Edition (2017).

General Concrete Building Code: ASCE 7-2010.

Loads Combinations:

For gravity and water loads

U = 1.40×D

U = 1.20×D+ 1.60×L

According to ASCE 7-16 (2.3): "Where fluid loads F are present, they shall be

included with the same load factor as dead load D in combinations 1 and 2".

A.2. CONSTRUCTION MATERIAL:

i. CONCRETE:

Ordinary Portland cement concrete is used for all structural elements with

compressive strengths shown below:

fc' for Columns: 250 kg/cm2 (B300)

fc' for Slabs and Beams: 250 kg/cm2 (B300)

fc' for Ground beams: 250 kg/cm2 (B300)

fc' for Ground slabs: 210 kg/cm2 (B250)

24

fc' for Foundation: 210 kg/cm2 (B250)

fc' for plain concrete: 180 kg/cm2 (B200)

ii. STEEL REINFORCEMENT:

Grade 60 (fy =4200 kg/cm2) deformed reinforcement steel bars complying with

ASTM-A615 are used as main reinforcement.

A.3. SLAB LOADING

i. SOLID SLAB LOADS:

• Dead load of Solid Slab 30 cm:

1- Own weight

(2.5× 0.3 = 0.75 t /m2)

2- Water Pressure from steel water tank H=4.95m

= 4.95 t/m2)

3- Load of buffer tanks (2x5m3) tanks H = 2.6 m

= 2.6 t/m2 < Steel water tank (govern)

Use water pressure of 4.95 t/m2

4- Steel Weight

(3.14 × 4.7 ×0.002× 4.95×7.5 / (3.14/4 ×4.72 ) = 0.1 t /m2

Tank Cover 0.05 t/m2

Total Dead Loads for the Solid Slab DL 6t/m2

ii. DEAD LOAD OF RIBBED SLAB 25 CM:

Own weight

- Slab thickness 25 cm

- Block Thickness 17 cm

- Total Volume

( 0.52× 0.25 × 0.25 = 0.0325 m3 )

- Volume of Block

( 0.4*0.25*0.17 = 0.017 m3 )

- Volume of Concrete

(0.0325 – 0.017 = 0.0155 m3 )

- Weigh of Concrete

(0.0155 × 2.5 / 0.52× 0.25 = 0.298 t/m2 )

- Weigh of Block

( 0.017 × 0.52 × 0.25 = 0.131 t/m2 )

Total Dead load for the Ribbed Slab DL = 0.43 t/m2

Live Load L.L = 0.2 t/m2

25

A.4. ANALYSIS OF SOLID SLAB UNDER STEEL WATER TANK:

i. ANALYSIS OF SLAB (FLEXURE X-X)-(KN.M/M):

ii. ANALYSIS OF SLAB (FLEXURE Y-Y)-(KN.M/M):

26

iii. ANALYSIS OF SLAB (SHEAR FORCE X-X)-(KN):

iv. ANALYSIS OF SLAB (SHEAR FORCE Y-Y)-(KN):

27

v. DEFORMED SHAPE OF ANALYZED SLAB (MM):

A.5. DESIGN OF SLABS

i. DESIGN OF THE SOLID SLAB

From the slab analysis the maximum positive moment is 7.5 t.m/m, while the maximum

negative moment is a round 11 t.m/m but we design for 7.5 t.m/m and put an additional

top reinforcement at support. So the slab was designed for 7.5t.m/m for negative and

positive moment.

u

u

M =7.5 t.m

V = 11.6 tons

B = 100 cm

H = 30 cm

d = 30-2.5-0.7 = 26.8 cm

28

Check slab thickness for beam shear

Vu Vc

ii. DESIGN OF RIBBED SLAB:

The ribs in the ribbed slab is consider as a simply supported beams with a total load of

W = 0.9 t/m2

M =

2WL

8 = 1.84 t.m

Input data unit

Mu 7.5 t.m/m

Vu 11.6 tons

B 100 cm

H 30 cm

d 26.8 cm

Diameter

(bar) 14 mm

Output data unit

Vc 16.5 tons

ρ 0.00284

ρmin 0.0018

Asteel 770 mm2

Ast (used) 800 mm2

# of bars 14 @15cm

(top & bottom)

Additional

rein. 14 @15cm at

supports

Input data unit

Mu 1.84 t.m

Vu 1.84 tons

B 12 cm

H 25 cm

d 21 cm

Diameter

(bar) 14 mm

Stirrup 8 mm

Output data unit

ρ 0.011 tons

ρmin 0.0033

ρmax 0.0161

Asteel 2.77 cm2 mm2

# of bars 2 14 / rib

1.1 Vc 1.71 tons

Vs 0.39 tons

Stirrup 8 / 20 cm

29

A.6. ANALYSIS AND DESIGN OF BEAMS

i. ANALYSIS AND DESIGN OF BEAM B1

a) Analysis of Beam B1 using Robot Software

Layout of analyzed beams (flexure)-(KN.m):

Layout of analyzed beams (Shear)-(KN):

30

b) Design of Beam B1

The following result obtained from robot structural analysis software: -

Mu = 35 t.m

Vu = 28 tons

B = 40 cm

H = 70 cm

d = 70-3-1-2 = 64 cm

Design for flexure: -

Design for Shear: -

c s = V +VnV

0.75 0.53 250 40 64

Vc = 16.3 tons1000

=

40

70

31

s

s

V = 37.33 - 21.45 = 15.88 tons

1.57×4200×64Vs= =15.88

S

S = 26.59 cm

V < 250×40×64=40.4 tons .So, the max S is smaller of d/2 or 60 cm

MB No. Section type Moment (T.m)

As req. (mm2)

As Used (mm2)

# of bars

Stirrups

MB1

Rec- Section

Positive

35

2000

3800

13Ø20

2 Ø 10 @ 15 cm

ii. ANALYSIS AND DESIGN OF BEAM B2:

a) Analysis Beam B2 using Robot Software:


Layout of analyzed beams (Shear)-(KN.m):

32

b) Design of Beam B2 –


Mu = 16 t.m

Vu = 18.8 tons


As req. (mm2)

As Used (mm2)

# of bars

Stirrups

MB2

Rec- Section

Positive

16

900

3400

11Ø20

2 Ø 10 @ 15 cm

iii. DESIGN AND ANALYSIS OF BEAM B6

a) Analysis of Beam B6 using Robot Software



40

70

33

b) Design of Beam B6


Mu +ve = 0.55 t.m

Mu -ve = 1.52 t.m

Vu = 2.96 tons


As req. (mm2)

As Used (mm2)

# of bars

Stirrups

MB6

Rec- Section

Positive

0.55

41

923

6Ø14

2 Ø 10 @ 15 cm

Negative 1.52 41 923 6Ø14 2 Ø 10 @ 15 cm

60

25

34

A.7. DESIGN OF COLUMNS:

i. COLUMNS REACTIONS FROM ROBOT SOFTWARE:

Col B H LService (Ton) LUltimate (Ton)

C1 0.4 0.4 1.5 2.1

C2 0.4 0.4 56.1 78.5

C3 0.4 0.4 3.0 4.1

C4 0.4 0.4 46.5 64.8

C5 0.4 0.4 41.5 57.9

C6 0.4 0.4 1.5 2.1

C7 0.4 0.4 56.1 78.5

C8 0.4 0.4 3.0 4.1

C9 0.2 0.2 5 6

C10 0.2 0.2 5 6

35

ii. DESIGN OF COLUMN USING ACI318-14 CODE:

ρ min = 1%

36

COLUMN factored

load (Ton) Ag(cm2) B(cm) L (cm) As (cm2) # Bars

Spacing between ties

clear spacing bars

C1 2.1 1600 40 40 16.00 12 22 8

C2 78.5 1600 40 40 16.00 12 22 8

C3 4.1 1600 40 40 16.00 12 22 8

C4 64.8 1600 40 40 16.00 12 22 8

C5 57.9 1600 40 40 16.00 12 22 8

C6 2.1 1600 40 40 16.00 12 22 8

C7 78.5 1600 40 40 16.00 12 22 8

C8 4.1 1600 40 40 16.00 12 22 8

C9 6 400 20 20 4.00 4 22 4

C10 6 400 20 20 4.00 4 22 4

37

A.8. DESIGN OF PILES:

38

Design of Pile F1

The Soil is Sandy Soil with angle of friction = 35

Input Unit

D (diameter) 0.5 m

L (Length) 12 m

Pservice 600

Atmospheric Pressure Pa 100 kN/m2

Effective Soil Friction Angle ф 35 degree

Nq* 143

Soil Unite Weight ϒ 18 kN/m3

Factor of Safety F.S 3

Input data unit

fc' 210 kg / cm2

Fy 4200 kg / cm2

Cover 5 cm

Bar diameter 14 mm

39

2 2

2

st

min =0.008

Pu = 78.5 tons

As > 0.008 Ag

As > 0.008 50 = 15.7cm4

Use 14 14 (A Used = 21 cm )

Output Unit

Perimeter P 1.570796327 m

Cross-Setion Area Ap 0.196349541 m2

Effective Length L' 10 m

q' 216 kN/m2

q1 5006.5 kN/m2

Point Bearing Capacity Qp1 5064.8 KN

Limit of Point Bearing Capacity Qp2 983.0 KN

Ko 0.426

Kp 3.69

K avg 2.06

σ' 180 kN/m2

δ' 23.33

f 159.82 kN/m2

Point Bearing Capacity Qp 983.0

Frictional Resistance Qs 3012.4 KN

Ultimate Bearing Capacity Qu 3995.5 KN

Allowable Bearing Capacity Qall 1331.8 KN

Check for Capacity Safe

40

A.9. DESIGN OF CIRCULAR STEEL WATER TANK:

i. DESIGN OF STEEL SHEETS

Assume the tank is sliding at the base

The max pressure is equal to ϒ Hmax

So, the applied force on the Sheet is T at the ends

2Tmax = ϒ Hmax D

max

max

max

γ×H ×D 1 4.95 4.7T

2 2

T 11.6 t/m

= =

=

According to ASCE 7-16 (2.3): Where fluid loads F are present, they shall be included with

the -same load factor as dead load D in combinations 1 and 2.

u

u

u

Factored load T

T 1.4 11.6 16.2 t/m

The sheet is 55 cm long , so the applied tension force for each sheet

T 16.2 0.55 8.92 tons

= =

= =

Tmax Tmax

0.55

4.95 m

4.7 m

41

t n

n y g , t g

According to American code of steel design (ANSI/AISC 360-16):

The gross yielding design strength is ( P )

P = F A = 0.9 (LRFD) , A = gross area

The fracture design strength

t n

n u e , t e

y u

t y g

is ( P )

P = F A = 0.75 (LRFD) , A = effective net area

Steel Sheet Grade A36 (F = 250 MPa , F = 400 MPa)

1- Gross yielding design strength :-

0.9 2500 12.6 = F A =

1000

h

2

= 28.6 ton

2- Fracture design strength:-

-

(n: number of bolts , t: thickness of section , d : the hole diameter )

(63 0.2) - 2 1.4 0.2 12.04

The d

t u e

e g h

e

F A

A A nd t

A cm

=

=

= =

0.75×4000×12.04esign strength = = 36.12 ton

1000

Design Strength of the member in tension = smaller of (28.6 ton and 36.12 ton)

The applied tesion force < Design strength of member

9 ton < 28.6 ton ( the section is Safe )

42

ii. DESIGN OF CONNECTION (VERTICAL SPLICE):

n

n n b

n

According to American code of steel design (ANSI/AISC 360-16) :

The shear strength of one bolt is equal ( R ):

R = F A , 0.75 (LRFD)

( F : nominal tensile stress or shear st

=

b

2

3

ress ,

A : nominal unthreaded part area or threaded part area)

The minimum spacing and edge distance:

- min spacing (center to center of bolts) (2 )

- min edge distance (from

d

y u

center to an edge) applicable value from Table J3.4

* The Properties of bolts is:

Class 8.8 (f = 640 Mpa , F = 800 Mpa)

Nominal diameter (d) 12mm (M12)

Area of unthreaded part = 113 m

=

2

2

n b

m

Area of threaded part = 84.3 mm

The Shear strength per bolt:

0.75 6400 0.843 2 = F A = = 8.1 ton

1000

and the applied tensile force on the member is 9 ton. So , the existing numbe

2

3

r of bolts is enough.

** Check for distance and spacing:

min spacing = 2 ×12 = 20 mm

min edge distance = 20 mm

So , use min spacing (horizontally) = 40 mm

min spacing (Vertically) = 100 mm

min edge distance = 30 mm

30 40 30

100

30

100

100

100

100

30

43

APPENDIX B: MEMBRANE AND HOUSING CALCULATIONS

44

45

46

47

48

49

50