Analysis & Design of Foundation System for Furniture Factory - Rev 0

Design Calculation Report

Project: Furniture Store and Offices RCC Foundation Structural Analysis and Design Calculation - Rev 0

Contents 1.

................................................................................ ........................................................ ........................................................ ........................................................ ............................................... ................... 2 Introduction and Objective ....................................................

2.

References And Codes ..................................................... ................................................................................. ........................................................ ........................................................ ........................................................ ........................................................ ............................ 3

3.

Design Data & Materials Properties ....................................................... ................................................................................... ........................................................ ........................................................ ........................................................ ............................ 3

4.

................................................................................. ......................................................... ......................................................... ....................................................... ........................................................ ...................................... ......... 3 Stability Analysis .....................................................

5.

Existing Ground As Per Soil Report ........................................................ .................................................................................... ........................................................ ........................................................ ........................................................ ............................ 4

6.

................................ 5 Footing Design for Grid A and Grid G Main Frame PEB columns reactions Concentric Type Foundation .................................

7.

Footing Design for Grid G from Grid 1 to 4 Main Frame PEB columns

8.

Footing Design for Grid A / 1 & 10 and along Grid G / 1 & 10 End Frame

9.

Footing Design for Grid 1 and along Grid 10 End wall PEB columns reactions Foundations concentric type ....................... 8

–

Eccentric Foundation Type ................................... 6

–

Foundations concentric type ................................. 7

–

–

1.

Introduction and Objective The purpose of this report is to provide the structural analysis and design for foundations for Main PEB Building in this project. Foundation design based on reactions provided in the figure 1 as shown below.

1. Along Grid A and along Grid G Main Frame PEB columns reactions provided and designed as concentric isolated foundation. This part is elaborated under the Chapter 6.

2. Along Grid G from Grid 1 to 4 Main Frame PEB columns reactions provided and designed as eccentric isolated foundation. This part is elaborated under the Chapter 7.

3. Along Grid A / 1 & 10 and along Grid G / 1 & 10 End Frame PEB columns reactions provided and designed as isolated foundation. This part is elaborated under the Chapter 8.

4. Along Grid 1 and along Grid 10 End wall PEB columns reactions provided and designed as isolated foundation. This part is elaborated under the Chapter 9.

Figure 1: PEB Framing Layout Plan and Reaction

2.

References And Codes The references of codes and standards are: + Qatar Construction Specification

3.

+

BS 8002: Earth Retaining Structures

+

BS 8004: Foundations

Design Data & Materials Properties CONCRETE

Design of concrete shall be in accordance with BS8110:1998 Structural Use of Concrete. –





Reinforced structural concrete C40 Compressive Strength: f cu = 40N/mm2 with minimum 370kg/m3 Ordinary Portland Cement (OPC). Blinding Concrete C15 Compressive Strength: f cu = 15N/mm2 with minimum 280kg/m3 Sulphate Resisting Cement (SRC).

REINFORCEMENT STEEL

Two types of reinforcing steel will be used. •

Main Reinforcement Uncoated high yield strength deformed bars with characteristic strength of 500N/mm2 conforming to BS4449.

•

Links and Blinding Steel Uncoated mild steel plain bars with characteristic strength of 250N/mm2 conforming to BS4449.

4.

Stability Analysis In stability analysis calculations, using factored working loads, foundations shall be designed to have minimum factors of safety as noted below. The weight of soil overburden may generally be taken into account when calculating factor of safety, except as noted below.    

Min factor of safety against overturning = 1.5 Min factor of safety against sliding = 1.5 Min factor of safety against uplift = 1.5 (including overburden) Min factor of safety against uplift = 1.1 (no allowance for overburden)

5.

Existing Ground As Per Soil Report The assumed parameters as per the geotechnical investigation report provided, are as the following:

6.

Footing Design for Grid A and Grid G Main Frame PEB columns reactions Concentric Type Foundation

–

Job Number

Sheet

Job Title Software Consultants (Pty) Ltd Internet: http://www.prokon.com E-Mail : [email protected]

Client Calcs by

Checked by

Date

Column Base Design : Default single column example: working load stability checks C15

Input Data Base length A

(m)

Base width B

(m)

Column(s) C

(m)

D

(m)

E

(m)

F

(m)

Col 1 .45 .45

(m)

Base depth Y

(m) (m)

Concrete density

(kN/m3)

Soil density

(kN/m3)

Soil friction angle (°) Base friction constant Rebar depth top X

(mm)

Rebar depth top Y

(mm)

Rebar depth bottom X

(mm)

Rebar depth bottom Y

(mm)

ULS ovt. LF: Self weight ULS LF: Self weight Max. SLS bearing pr.

Unfactored Loads Load Case

Col no.

1 2

Stub column height X Soil cover Z

3.5 3.5 Col 2

(kN/m²)

S.F. Overturning (ULS) S.F. Slip (ULS) fcu base

(MPa)

fcu columns

(MPa)

fy

(MPa)

LF ULS ovt

1 1

1 1

LF ULS

1 1

P (kN)

190 -105

1 0.5 1 25 18 30 0.75 50 50 50 50 1 1 300 1.5 1.5 35.0 35.0 425

Sketch of Base Y

BS8110 - 1997

C1 X

D1

B

A Y

Mx P Hx Z

X Y

Hx (kN)

200 204

Hy (kN)

Mx (kNm)

My (kNm)

Job Number

Sheet


Client Calcs by

Checked by

Date

Output for Load Case 1 Output for Load Case 1 Soil pressure (ULS) (kN/m²) 88.10 Soil pressure (SLS) (kN/m²) 88.10 SF overturning (SLS) 3.30 SF overturning (ULS) 3.30 Safety Factor slip (ULS) 2.71 Safety Factor uplift (ULS >100 Bottom Design moment (kNm/m) X 52.78 Reinforcement X(mm²/m) 334 Design moment (kNm/m) Y 18.17 Reinforcement Y(mm²/m) 115 Top Design moment (kNm/m) X -16.45 Reinforcement X(mm²/m) 104 Design moment (kNm/m) Y 0.00 Reinforcement Y(mm²/m) 0 Linear Shear X (MPa) 0.105 vc (MPa) 0.376 Linear Shear Y (MPa) 0.036 vc (MPa) 0.376 Linear Shear Other(MPa) 0.000 Punching Shear (MPa) 0.089 vc (MPa) 0.376 Cost 2622.74

Load Case:1

Legend

BS8110 - 1997

Y

0.45

0 5 . 3

Max M (+) Max M (-) Max Shear

Y

X

0.45

0.45

0 5 . 3

X

0.45

3.50

3.50

Y

Y

Mx

Mx P

P

Hx 1.00

0 0 . 1

0.50

88.10 kN/m²

Soil Pressures at SLS

Hx 1.00

0 0 . 1

0.50

88.10 kN/m²

Soil Pressures at ULS

Job Number

Sheet


Client Calcs by

Checked by

Date

Output for Load Case 2 Output for Load Case 2 Soil pressure (ULS) (kN/m²) 83.39 Soil pressure (SLS) (kN/m²) 83.39 SF overturning (SLS) 1.54 SF overturning (ULS) 1.54 Safety Factor slip (ULS) 1.57 Safety Factor uplift (ULS 3.57 Bottom Design moment (kNm/m) X 34.84 Reinforcement X(mm²/m) 220 Design moment (kNm/m) Y 0.00 Reinforcement Y(mm²/m) 0 Top Design moment (kNm/m) X -35.46 Reinforcement X(mm²/m) 224 Design moment (kNm/m) Y -9.84 Reinforcement Y(mm²/m) 62 Linear Shear X (MPa) 0.071 vc (MPa) 0.376 Linear Shear Y (MPa) 0.020 vc (MPa) 0.376 Linear Shear Other(MPa) 0.000 Punching Shear (MPa) 0.063 vc (MPa) 0.376 Cost 2535.07

Load Case:2

Legend

BS8110 - 1997

Y

0.45

0 5 . 3


Y

X

0.45

0.45

0 5 . 3

X

0.45

3.50

3.50

Y

Y

Mx

Mx P

P

Hx 1.00

0 0 . 1

0.50

83.39 kN/m²


Hx 1.00

0 0 . 1

0.50

83.39 kN/m²


Job Number

Sheet


Client Calcs by

Checked by

Date

Schematic reinforc ement o f Base 15Y12-C-250 ABR (T1) 15Y16-A-250 (B1)

E

G

F

E

F

15Y12-D-250 ABR (T2) 15Y16-B-250 (B2)

4Y25-E + 2Y25-F + 2Y20-G 3R10-H

B B B B B B B B B B B B B B B SECTION

G

SECTION: col1

col1

PLAN

E

E

R10-H

7.

Footing Design for Grid G from Grid 1 to 4 Main Frame PEB columns Eccentric Foundation Type

–

Job Number

Sheet


Client Calcs by

Checked by

Date



(m)

Base width B

(m)

Column(s) C

(m)

D

(m)

E

(m)

F

(m)

Col 1 .45 .45 -1.5 (m)

Base depth Y

(m) (m)

Concrete density

(kN/m3)

Soil density

(kN/m3)


(mm)

Rebar depth top Y

(mm)


(mm)


(mm)



Col no.

1 2


3.75 3.75 Col 2

(kN/m²)


(MPa)

fcu columns

(MPa)

fy

(MPa)

LF ULS ovt

1 1

1 1

LF ULS

1 1

P (kN)

190 -105

1 .75 1 25 18 30 0.75 50 50 50 50 1 1 300 1.5 1.5 35.0 35.0 425

Sketch of Base Y

BS8110 - 1997

C1 X

D1

B

E1 A Y

Mx P Hx Z

X Y

Hx (kN)

200 204

Hy (kN)

Mx (kNm)

My (kNm)

Job Number

Sheet


Client Calcs by

Checked by

Date

Output for Load Case 1 Output for Load Case 1 Soil pressure (ULS) (kN/m²) 57.51 Soil pressure (SLS) (kN/m²) 57.51 SF overturning (SLS) 21.12 SF overturning (ULS) 21.12 Safety Factor slip (ULS) 3.70 Safety Factor uplift (ULS >100 Bottom Design moment (kNm/m) X 83.14 Reinforcement X(mm²/m) 338 Design moment (kNm/m) Y 18.53 Reinforcement Y(mm²/m) 75 Top Design moment (kNm/m) X 0.00 Reinforcement X(mm²/m) 0 Design moment (kNm/m) Y 0.00 Reinforcement Y(mm²/m) 0 Linear Shear X (MPa) 0.057 vc (MPa) 0.376 Linear Shear Y (MPa) 0.019 vc (MPa) 0.376 Linear Shear Other(MPa) 0.000 Punching Shear (MPa) 0.012 vc (MPa) 0.376 Cost 4401.42

Load Case:1

Legend

BS8110 - 1997

Y

0.45

5 7 . 3


Y

X

0.45

0.45

5 7 . 3

-1.50 3.75

-1.50 3.75

Y

Y

Mx

X

0.45

Mx P

P

Hx 1.00

0 0 . 1

0.75

57.51 kN/m²


Hx 1.00

0 0 . 1

0.75

57.51 kN/m²


Job Number

Sheet


Client Calcs by

Checked by

Date


Load Case:2

Legend

BS8110 - 1997

Y

0.45

5 7 . 3


Y

X

0.45

0.45

5 7 . 3

-1.50 3.75

-1.50 3.75

Y

Y

Mx

X

0.45

Mx P

P

Hx 1.00

0 0 . 1

0.75

115.68 kN/m²


Hx 1.00

0 0 . 1

0.75

115.68 kN/m²


Job Number

Sheet


Client Calcs by

Checked by

Date

Schematic reinforc ement o f Base 19Y16-C-200 ABR (T1) 19Y16-A-200 (B1)

E

G

F

F

F

F

E

19Y16-D-200 ABR (T2) 19Y16-B-200 (B2)

3R10-H

BBBBBBBBBBBBBBBBBBB SECTION

G

SECTION: col1

col1

4Y16-E +PLAN 4Y16-F + 2Y16-G

E

E

R10-H

8.

Footing Design for Grid A / 1 & 10 and along Grid G / 1 & 10 End Frame Foundations concentric type

–

Job Number

Sheet


Client Calcs by

Checked by

Date



(m)

Base width B

(m)

Column(s) C

(m)

D

(m)

E

(m)

F

(m)

Col 1 .35 .35

(m)

Base depth Y

(m) (m)

Concrete density

(kN/m3)

Soil density

(kN/m3)


(mm)

Rebar depth top Y

(mm)


(mm)


(mm)



1 2


1.55 1.55 Col 2

(kN/m²)


(MPa)

fcu columns

(MPa)

fy

(MPa)

Col no.

LF ULS ovt

1 1

1 1

LF ULS

1 1

P (kN)

20 -25

1 .4 1 25 18 30 0.75 50 50 50 50 1 1 300 1.5 1.5 35.0 35.0 425

Sketch of Base Y

BS8110 - 1997

C1 X

D1

B

A Y

Mx P Hx

Z

X

Y

Hx (kN)

15 15

Hy (kN)

Mx (kNm)

My (kNm)

Job Number

Sheet


Client Calcs by

Checked by

Date


Load Case:1

Legend

BS8110 - 1997

Y

0.35 5 5 . 1


Y

0.35 0.35

X

5 5 . 1

0.35

1.55

1.55

Y

Y

Mx

Mx P

P

Hx

Hx 1.00

0 0 . 1

0.40

70.51 kN/m²


0

. 1.00 0 1

0.40

70.51 kN/m²


X

Job Number

Sheet


Client Calcs by

Checked by

Date


Load Case:2

Legend

BS8110 - 1997

Y

0.35 5 5 . 1


Y

0.35 0.35

X

5 5 . 1

0.35

1.55

1.55

Y

Y

Mx

Mx P

P

Hx

Hx 1.00

0 0 . 1

0.40

64.39 kN/m²


0

. 1.00 0 1

0.40

64.39 kN/m²


X

Job Number

Sheet


Client Calcs by

Checked by

Date

Schematic reinforc ement o f Base R8-H

8Y12-A-200 (B1)

E

G

F

E

E

F

G

E

SECTION: col1

col1

8Y12-B-200 (B2)

PLAN

4Y16-E + 2Y16-F + 2Y16-G 3R8-H

B

B

B

B

B

SECTION

B

B

B

9.

Footing Design for Grid 1 and along Grid 10 End wall PEB columns reactions Foundations concentric type

–

Job Number

Sheet


Client Calcs by

Checked by

Date



(m)

Base width B

(m)

Column(s) C

(m)

D

(m)

E

(m)

F

(m)

Col 1 .35 .35

(m)

Base depth Y

(m) (m)

Concrete density

(kN/m3)

Soil density

(kN/m3)


(mm)

Rebar depth top Y

(mm)


(mm)


(mm)



Col no.

1 2


1.7 1.7 Col 2

(kN/m²)


(MPa)

fcu columns

(MPa)

fy

(MPa)

LF ULS ovt

1 1

1 1

LF ULS

1 1

P (kN)

35 -30

1 .4 1 25 18 30 0.75 50 50 50 50 1 1 300 1.5 1.5 35.0 35.0 425

Sketch of Base Y

BS8110 - 1997

C1 X

D1

B

A Y

Mx P Hx

Z

X

Y

Hx (kN)

20 20

Hy (kN)

Mx (kNm)

My (kNm)

Job Number

Sheet


Client Calcs by

Checked by

Date


Load Case:1

Legend

BS8110 - 1997

Y

0.35 0 7 . 1


Y

0.35 0.35

X

0 7 . 1

0.35

1.70

1.70

Y

Y

Mx

Mx P

P

Hx

Hx 1.00

0 0 . 1

0.40

74.60 kN/m²


0

. 1.00 0 1

0.40

74.60 kN/m²


X

Job Number

Sheet


Client Calcs by

Checked by

Date


Load Case:2

Legend

BS8110 - 1997

Y

0.35 0 7 . 1


Y

0.35 0.35

X

0 7 . 1

0.35

1.70

1.70

Y

Y

Mx

Mx P

P

Hx

Hx 1.00

0 0 . 1

0.40

65.66 kN/m²


0

. 1.00 0 1

0.40

65.66 kN/m²


X

Job Number

Sheet


Client Calcs by

Checked by

Date

Schematic reinforc ement o f Base R8-H

9Y12-A-200 (B1)

E

G

F

E

E

F

G

E

SECTION: col1

col1

9Y12-B-200 (B2)

PLAN

4Y16-E + 2Y16-F + 2Y16-G 3R8-H

B

B

B

B

B

B

SECTION

B

B

B

Analysis & Design of Foundation System for Furniture Factory - Rev 0

Recommend Documents