Chirukhistsqali Weir RHS Manhole Chamber Calculation Report

CIVIL RE ATING

ORKSCONTRA T

O THE CONST UCTIO OF TH

YDROPOWER

185 M

SHUAKHEVI

ROJEC , LOCATED IN HE AU ONOM US

REP BLIC OF ADJA A IN G ORGIA

C iruk ists ali

eir

R S Dr aina e W rks anhole Cham er S ruct ral

Revision n2 No.

2

Datte of Isssue 0 . 03.08.201 6

alculatio

Prepared B By

Checked By B

Hasan KAYGISIZ Z

AGE BA UM LIMITED LIABILITY COMPANY

Hasa an KAYGISIZ Z

i

Re ort

Approved By

Ze eki YILMAZ

Notes 1. 2. 3.

All levels levels are are in metres metres elevatio e vation. All dimensions dimensions are in millimetres l imetres unless otherwise otherwise stated. stated. Location of drains is indicative. Chainage between manholes is approximate only, actual length will depend on curvature of pipe achieved when constructed. Distance of drains from wall face to be a minimum of 150 mm drawing shows indicative alignment but curvature can be applied to keep close to the walls. No dimensions dimensions to be scaled scaled from this this drawing. Provisions for manhole drainage flow measurement to be made in MH05 and MH08.

4. 5. 6.

Key to symbols

-Manhole Rodding Eye Flap Valve

MH04

MH05

RE04

RE05

OS02

MH06

RE03

MH06A Reference drawings MH07

MH08

1. 2.

410-1411 - Manhole Chamber Chamber Details Details 410-1412 - Back of Wall Drainage and Rodding Eye Details

10m

0

20m

1:200 @A1

0 Rev

1 0/ 0/ 07 07/ 20 20 16 16 Date

HK Drawn

HK

For Construction

Mott MacDonald House 8-10 Sydenham Road Croydon, CR0 2EE United Kingdom T +44 (0)20 8774 2000 F +44 (0)20 8681 5706 W www.mottmac.com

Client

Adjaristsqali Georgia LLC 1. Abashidze Street 6 6010 Batumi Georgia

Title

Right Abutment Drainage 1/200

Shuakhevi HPP Chirukhistsqali Weir Right Abutment Drainage Layout Plan and Sections

Designed

Eng check

H.K

Drawn

B.K

Coordination

Dwg check

H.K

Approved

Scale at A1

1:200

CK

 

Description

Status

H.K C.K Rev

CON

Drawing Number

410-3411

0

Notes 1. 2. 3. 4. 5.

6. 7.

Table 1: Required Dimensions and Features Diameter of largest pipe (D)

Rocker Pipe length

Benching width

150

minimum Benching chamber railings diameter

8.

Invert access steps

9.

1200

225

minimum 600

300

Not required

1200 1200

Not required

600 375

1350

450

Not required

1500 minimum 750

525 600

1800

Required with step iron(s)

1800

675

Required

1800

Key to symbols

1000 750 825

Safety chains

All levels levels are are in metres metres elevati e vation. o n. All dimensions are in milimetres m etres unless otherwise otherwise stated. No dimensions dimensions are are to be scaled from from this drawing. drawing. Pre-cast concrete manhole units shall comply with the relevant provisions of BE EN 1917 and BS5911 : Part 2.. Joints in manhole units to be made so that the required jointing material fills the joint cavity. Surplus material to be trimmed and the joints pointed on completion. Manhole covers and frames are to be D400 rated, in accordance with BS EN 124, where subject to vehicular loading and B125 rated at other locations. Manhole covers shall have a 600mmx600mm clear opening unless stated otherwise on the project drawings. Covers and frames with minimum clear openings outside the ranges in BS EN 124 shall comply with the provisions of that Standard where applicable. Manhole covers shall have large keyways and prising slots in accordance with BS 5834. Manholes are required at changes in gradient and direction and at junctions in pipework.

2100 1250

minimum 1100

2400

Required

Reference drawings 1. 2.

410-1410 - Drainage Drainage Layout Plan and Section Sections s 410-1412 - Drainage Drainage Detail Details

0

1m

2m

1:20 @A1

1

0 3/ 3/ 08 08/ 20 20 16 16

0

1 0/ 0/ 07 07/ 20 20 16 16

Rev

Date

H.K

As per MML-2763-DR-AGE

H.K

For Construction

Drawn

H.K

H. K

H.K

H. K

 

Description


Client


Title

Shuakhevi HPP Chirukhistsqali Weir Drainage Manhole Chamber Details Sheet 1 of 3

Designed

B.K

Coordination

H.K

Approved

Scale at A1    This document is issued for the party which commissioned it and for specific purposes connected with the captioned project only. It should not be relied upon by any other party or used for any other purpose. We accept no responsibility for the consequences of this document being relied upon by any other party, or being used for any other purpose, or containing any error or omission which is due to an error or omission in data supplied to us by other parties.

Eng check

H.K

Drawn Dwg check

1:20

Status

H.K C.K Rev

CON

Drawing Number

410-3412

1

Notes 1. All dimensions are in metres unless otherwise specified. 2. All levels are in metres elevation. 3. Concrete class is of P4 with compressive strength C40/50 unless otherwise stated. 04

4. Backfilling shall not be allowed before 7 days cylindrical compressive strength gain of concrete. 5. Steel reinforcement shall unless otherwise specified be deformed high yield steel bars conforming to EN 10080 Class B or equivalent, having a minimum yield-point stress of 420 Mpa. 6. Unless stated otherwise minimum cover to reinforcement shall be as follows: 40mm to all faces

04

50mm to ground bearing faces 7. Reinforcement is to be cut and bend to BS 8666:2005. 8. Where anchorage / lap lengths are not provided on the drawings, the following table shall apply:



04

04

04

04

04

Lap(mm)

10

500

12

600

16

800

20

1000

25

1250

32

1600

04

Base Slab Plan 1/15

Key to symbols

Section C-C 1/15


410-1410 - Drainage Layout Plan and Sections 410-1412 - Drainage Details

0

1m

2m

1:20 @A1

1

0 3/ 08/ 20 16

0

1 0/ 07/ 20 16

Rev

Date

H.K

As per MML-2763-DR-AGE

H.K

For Construction

Drawn

Description

H.K

H.K

H.K

H.K

  Mott MacDonald House 8-10 Sydenham Road Croydon, CR0 2EE United Kingdom T +44 (0)20 8774 2000 F +44 (0)20 8681 5706 W www.mottmac.com

Client

Adjaristsqali Georgia LLC 1. Abashidze Street 6 6010 Batumi Georgia 03

03

03

03 Title

Section A-A 1/15

Section B-B 1/15

01

Section C-C 1/15

Shuakhevi HPP Chirukhistsqali Weir RHS Drainage Manhole Reinforcement Detail Sheet 2 of 3

Designed

H.K

Eng check

H.K

Drawn

B.K

Coordination

-

Dwg check

H.K

Approved

Scale at A1

1:20

Status

C.K Rev

CON

Drawing Number

410-3412

1

Notes

B

E

1. All dimensions are in metres unless otherwise specified.

F

2. All levels are in metres elevation. 3. Concrete class is of D2 with compressive strength C30/37 unless otherwise stated. 4. Loading of precast concrete cover shall not be allowed before 7 days cylindrical compressive strength gain of concrete. 5. Steel reinforcement shall unless otherwise specified be deformed high yield steel bars conforming to EN 10080 Class B or equivalent, having a minimum yield-point stress of 420 Mpa. 6. Unless stated otherwise minimum cover to reinforcement shall be as follows:

Hatch Cover Indicative Only

40mm to all faces 7.

Reinforcement is to be cut and bend to BS 8666:2005.

8. Where anchorage / lap lengths are not provided on the drawings, the following table shall apply:



A

A

C

C

D

Lap(mm)

10

500

12

600

16

800

20

1000

25

1250

32

1600

D

Key to symbols

B

E

F Reference drawings

Precast Cover Plan

1. 2.

Reinforcement Plan

1/10

410-1410 - Drainage Layout Plan and Sections 410-1412 - Drainage Details

1/10

40x40mm L-profile

03

03

05

0

0.5m

1m

1:10 @A1

Section C-C

Section E-E

1/10

1/10

1

0 3/ 08/ 20 16

0

1 0/ 07/ 20 16

Rev

Date

H.K

For Construction

H.K

For Construction

Drawn

Description

H.K

H.K

H.K

H.K

  Mott MacDonald House 8-10 Sydenham Road Croydon, CR0 2EE United Kingdom T +44 (0)20 8774 2000 F +44 (0)20 8681 5706 W www.mottmac.com

Section A-A 1/10

02

06

40x40mm L-profile

Section D-D 1/10

07

Client

Section F-F

Adjaristsqali Georgia LLC

1/10

1. Abashidze Street 6 6010 Batumi Georgia

Title

Section B-B 1/10

Shuakhevi HPP Chirukhistsqali Weir RHS Drainage Manhole Precast Cover Details Sheet 3 of 3

Designed

H.K

Eng check

H.K

Drawn

B.K

Coordination

-

Dwg check

H.K

Approved

Scale at A1

1:20

Status

C.K Rev

CON

Drawing Number

410-3412

1

Notes 1. 2. 3. 4. 5. 6.

All levels are in metres ele vatio n. All dimensions are in milli metres unless otherwise stated. No dimensions are to be scales from this drawing. Access chambers / manholes to be provided at any structures and changes in gradient / direction. The maximum spacing of rodding points should be 25 metres. Half-perforated pipes to be laid such that the perforations occur in the upper sections of the pipe.

Table 1: Granular Stone Gradings Stone grading ref

Type A

Type B

Upper sieve size (D), mm

20

Lower sieve size (d), mm

4

20

Coarse

Coarse

G c 8 5 - 15

G c 8 5 - 15

0

98 - 100

Aggregate type Category Sieve sizes (mm) and stone gradings (% passing) - Basic set plus set 2

80 63

63

0

85 - 99

40

100

20 - 70

31.5

98 - 100

20

85 - 99

0 - 15

10

20 - 70

0 - 15

4

0 - 15

2

0-5

Key to symbols

Table 2: Requirements for Geotextile Drainage Material Tensile strength (minimum)

6.0 kN/m

Elongation at maximum load (maximum)

60

CBR puncture resistance (minimum)

1000N

Cone drop penetration (maximum)

45mm

Pore size - 90% finer than, 090 (maximum)

550 microns

Water permeability (minimum)

65x10 m/s

Breakthrough head (maximum)

20mm


410-1410 - Drain age Layout Plan and Sectio ns 410-1411 - Drainage Detail s

0

0.5m

1m

0

1m

2m

0

1.250m

1:10 @A1

1:20 @A1

2.5m

1:25 @A1

0 Rev

0 3/ 08/ 20 16 Date

CJE Drawn

RM

For Construction


Client


Title

Shuakhevi HPP Chirukhistsqali Weir Drainage Back of Wall Drainage Details

Designed

MML

Eng check

H.K

Drawn

H.K

Coordination

-

Dwg check

H.K

Approved

Scale at A1   

AS SHOWN

This document is issued for the party which commissioned it and for specific purposes connected with the captioned project only. It should not be relied upon by any other party or used for any other purpose.

Drawing Number

We accept no responsibility for the consequences of this document being relied upon by any other party, or being used for any other purpose, or containing any error or omission which is due to an error or omission in data supplied to us by other parties.

JHM

 

Description

Status

H.K Rev

CON 410-3413

0

Page 1 of 30

1.Design Method 1.1.Design Requirements The report aims to present necessary calculations to provide reinforcement in manholes which is to be used at Chirukhistsqali weir right bank utilizing ASTM C890-06-Standard Practice for Minimum Structural Design Loading for Monolithic Concrete Water and Wastewater Structures and BS EN 1992-1-1:2004 and ASSHTO LRFD for control of cracking.

2.Design Parameters 2.1.Project Parameters D_Life

=

100

years

Manhole design life

2.2.Concrete Properties EN 1992-1-1 Table 4.1 gives the Exposure Class XC2 as suitable for concrete surfaces subject to long-term water contact. Exposure Class

XC2

Wet-rarely dry

Recommendation for normal weight reinforced concrete quality for exposure class and cover to reinforcement for at least a 50-year working life. Concrete grade

D2

BS EN 1992-1-1 uses characteristics compressive cylinder strength fck as the basis for design calculations. fck

=30

fcm

=38

MPa

Min 28 days compressive strength of concrete

MPa

Mean compressive strength of concrete

(2/3)

fctm

=0.30 x fck =2.90 MPa

Ecm

=22 x (fcm/10)

Mean tensile strength related to cylinder strength

0.3

Secant modulus of elasticity of concrete

32836.57 MPa ϒc

=25

kN/m³

Bulk density of reinforced concrete

2.3.Reinf orcement Properties Grade

=420B

fy

=420

MPa

Yield strength of reinforcement

Es

200000

MPa

Modulus of elasticity of steel reinforcement

2.4.Concrete Cover to Reinf orcement Cmin =30 Minimum cover to rebar at walls and top slab mm Dev =10 Fixing tolerence for reinforcement mm Cnom =40 Nominal cover to rebar at walls and top slab mm Cmin =40 Minimum cover to rebar at base slab mm Dev =10 Fixing tolerence for reinforcement mm Cnom =50 Nominal cover to rebar at base slab mm 2.5.Backfi ll Design Parameters φf

=33

deg

Angle of internal friction well graded gravel-GW [USCS] min 33 deg - max 40 deg 3

γf

=20

kN/m

cf

=0

MPa

Cohesion

δ ELfill

=22

deg

Friction angle between fill and wall 2/3φf

=918.40

m

Cover Level of Backfill

Unit volume weight of backfill

Page 2 of 30

2.6.Ground Water Design Parameters γw

=10

kN/m

ELwater

=918.40

m

3

Unit volume weigth of water Top Level of Ground Water

2.7.Live Load Surcharge Parameters Live load surcharge shall be used when vehicular load is located within H/2 of the backface of the wall LRFD[3.11.6.4]. The equivalent height of soil for vehicular load, Heq, used for surcharge loads shall be in accordance to LRFD[Table 3.11.6.4‐2]. Ltraffic

=0.5

m

Distance from wall backface to edge of traffic

H/2

=3.0

m

Distance from wall backface where live load surcharge shall be considered in the wall design

Shall live load surcharge be included? LS

=10.0

kN/m²

Check Live load surcharge

=

LRFD Table‐3.11.6.4‐1

YES

Page 3 of 30

3.Limi t State Design Method 3.1.LFRD Requi rement s For manhole design, the component dimensions and the size and spacing of reinforcement shall be selected to satisfy the following equation for all appropriate limit states, as presented in LRFD [1.3.2.1] Q = Σηi γi Qi ≤ φRn = Rr Where : ηi

=

Load modifier

γi

=

Load factor

Qi

=

Force effect: moment, shear, stress range or deformation caused by

Q

=

applied loads Total factored force effect

φ

=

Resistance factor

Rn

=

Nominal resistance: resistance of a component to force effects

Rr

=

Factored resistance = φRn

3.2.Limit States The Strength I Limit State is used to design reinforcement for flexure and checking shear in the slabs and walls, LRFD [12.5.3] . The Service I Limit State is used for checking reinforcement for crack control criteria, LRFD [12.5.2] .

3.2.1.Service Limit State Service I Limit State shall be applied as restrictions on stress, deformation, and crack width under regular service conditions LRFD [1.3.2.2]. Factored Resistance The resistance factor, φ, for Service Limit State, is found in LRFD [1.3.2.1 ] and its value is 1.00. Crack Control Criteria Per LRFD [12.11.3] , the provisions of LRFD [5.7.3.4] shall apply to crack width control All reinforced concrete members are subject to cracking under any load condition, which produces tension in the gross section in excess of the cracking strength of the concrete. Provisions are provided for the distribution of tension reinforcement to control flexural cracking. Crack control criteria does not use a factored resistance, but calculates a maximum spacing for flexure reinforcement based on service load stress in bars, concrete cover and exposure condition. Crack control criteria shall be applied when the tension in the cross-section exceeds 80% of the modulus of rupture, fr, specified in LRFD [5.4.2.6] for Service I Limit State. Wmax

=

0.2

mm

IMPLIED CRACK WIDTH

Page 4 of 30

3.3.Load Facto rs The following Strength I load factors γ st and Service I load factors, γs1 shall be used for manhole design: Strength I Load Factor

Service I Load Factor

Dead Load - Components

DC

1.25

0.90

1.00

Dead Load - Wearing Surface

DW

1.50

0.65

1.00

Vertical Earth Pressure

EV

1.30

0.90 Buried

1.00

Horizontal Earth Pressure Live Load Surcharge + IM

EH LS + IM

1.35 1.5

0.90 At‐rest 1.5

1.00 1.00

Live Load + IM Hydrostatic Pressure

LL + IM WA

1.75 1.00

1.75 1.00

1.00 1.00

4.Structural Analysi s of Manhole Ht W L Hs tts tbs twex

S= W + twex

span length for cell, mm

S= 1400 mm Hapron = Ht + tts/2+tbs/2 Hapron =

6275

6000 1200 1200 300 250 300 200

mm

apron wall heigth above floor, mm

mm

cell clear heigth

mm

cell clear width

mm

cell clear length

mm

backfill over top slab

mm

top slab thickness

mm

bottom slab thickness

mm

exterior wall thickness

Page 5 of 30

Dead Load (DC) Include the structure self weight based on a unit weight of concrete of 25 kN/m . When designing the bottom slab of a manhole do not forget that the weight of the concrete in the bottom slab acts in an opposite direction than the bottom soil pressure and thus reduces the design moments and shears. This load is designated as ,DC, dead load of structural components and nonstructural attachments, for application of load factors and limit state combinations. top slab dead load:

W dlts= W c x tts

W dlts=

6.25

kN/m²

W dlbs=

7.5

kN/m²

W dlsw=

175.70

kN

bottom slab dead load

W dlbs= W c x tbs Side walls dead load

W dlsw= 4xW cxtwexxSxHapron

Linear soil bearing at bottom slab due to self weight of structure:

W bearing= Wdlts + W dlsw - Wdlbs

W bearing=

88.39

kN/m²

Wearing Surface (DW) The weigth of the future wearing surface is zero if there is any fill depth over the top slab. If there is no fill depth over the top slab, the weight of the future wearing surface shall be taken as 1 kN/m

W ws=

0

kN/m

weight of future wearing surface

Vertical Earth L oad(EV) The weight of soil above the buried structure is taken as 20 kN/m . Calculate the modification of earth loads for soil-structure interaction per LRFD [12.11.2.2] . Embankment installations are assumed. Installation_Type="Embankment"

ϒs=

20

S=

1.4

kN/m m

3

unit weight of soil span of top slab (measured between mid of exterior walls)

Hs=

0.3

m

depth of backfill above top edge of top slab

Calculate the soil-structure interaction factor for embankment installations:   1  0.2



Fe=



1.04

Unitless

Fe shall not exceed 1.15 for installations with compacted fill along the sides of the box section: Fe= 1.04 Unitless Calculate the total unfactored saturated earth load:

W e= Fe x (ϒs-ϒw) x S x Hs

W e=

4.38

kN/m

Distribute the total unfactored earth load to be evenly distributed across the top slab:  



W sv=

3.13



Top Slab

kN/m²

Page 6 of 30

Horizontal Earth Load(EH) As per ASTM C890-06 laboratory and field testing has shown that the value of lateral earth pressure coefficient depends on the yielding of the wall of the structure relative to the earth backfill. Walls of monolitic concrete structures can yield by deflecting. The lateral earth pressure on structure where walls can not yield suffi ciently will be considered as at-rest pressure. The weight of soil surrounding the buried structure is taken as 20 kN/m³ The value of lateral earth pressure coefficient for this condition can be estimated by Jaky's eq:

ko= [1 - sinφf] ko=

0.5

ϒs=

20

Unitless coeffient of lateral at-rest earth pressure kN/m

3

unit weight of soil

The lateral earth pressure on the walls of a buried structure for the portion of the walls below the ground water level will be as per ASTM C890-06 [5.4.1]

W sh_top= kox(ϒs-ϒw)xHs W sh_bot = kox(ϒs-ϒw)x(Hs+Hapron) W sh_top=

1.35

kN/m²

W sh_bot =

29.65

kN/m²

e d i S

The lateral earth pressure on the walls of a buried structure for the portion of the walls above the ground water level will be as per ASTM C890-06 [5.4.1]

W sh_top= koxϒsxHs W sh_bot = koxϒsx(Hs+Hapron) W sh_top=

2.71

kN/m²

W sh_bot =

59.30

kN/m²

e d i S

Page 7 of 30

Live Load Surcharge(LS) + Dynamic Load Allowance (IM) When traffic can come within a horizontal distance from the structure equal to one half of the height of the structure, a lateral surcharge pressure will be applied to the wall of structure. Surcharge loads are computed based on a coefficient of lateral earth pressure times surcharge load The load is designated as, LS, live load surcharge, for application of load factors and limit state combinations. Refer to LRFD [3.11.6.4] for additional information regarding live load surcharge. Although as per ASTM C890-06 [5.5.2] lateral surcharge load from traffic will be considered negligible below a vertival distance 2.4m below wheel, however, herein surchage load shall be applied to all heigth of wall in order to remain on the safe side. Also, an impact factor is introduced into calculation in order to have an allowance for dynamic load.

ko=

0.5

Unitless coeffient of lateral earth pressure at rest LSht= 10 kN/m² live load surcharge height per IM= 0.33 Unitless dynamic load impact factor W sll= ko x (1+IM) x LSht W sll+IM= 6.00 kN/m²

l l a W e d i S

IM

Hydrostatic Load(WA) The water pressure acting on any point on the outside surface of the structure is :

ϒw=

10

kN/m

3

unit volume weight of water

W wa_top= ϒw x Hs

Pressure at top of wall

W wa_bot = ϒwx(Hs+Hapron)

Pressure at bottom of wall

Wwa_top

W wa_top=

3.00

kN/m²

W wa_bot=

65.75

kN/m²

Top Slab l l a W e d i S

Bottom Slab

Wwa_bot

Page 8 of 30

Live Loads(LL) Live load consists of the standard HB-45 truck as per BD-37/01 , design loads are always axle loads (single wheel loads should not be considered) and the lane load is not used. Access cover might be at road surface level, so dispersal of HB wheel loads shall be neglected in order to consider a more concentrated load Conctact A rea of HB Wheel Lo ads

Nominal HB wheel loads shall be assumed to be uniformly distributed over a circular contact area assuming an effective pressure of 1.1 N/mm². Alternatively, a square contact area may be assumed using same effective pressure as per BD-37/01[6.3.2]. Distributio n length perpendicular to the span

S= 0.3 m Distributio n length parallel to the span LT= 0.3 m

width of tire contact area length of tire contact area LT

S Top Slab

Aeq=

Top Slab

0.10

m

2

The weights of the design truck wheel is below. (Note that one axle load is equal to four wheel load)

Paxle=

450.00

kN

HB load design axle load

W wheel=

112.50

kN

center and rear wheel weights

The effect of single and multiple lanes shall be considered. In this case, a single lane with the single lane factor governs. Applying the single lane multiple presence factor:

W wheel= mpf x Wwheel

W wheel=

112.50

kN

Dynamic load allowance for buried structures covered by section 12, in percent shall be taken as:

IM= IM= PLL+IM= Top Slab

33.00 37

% kN

150

kN

mpf=

1.00

Page 9 of 30

Compaction Induced Loading Different types of compactors are used for compacting the backfill behind retaining structures. Main parameters characterizing the equipment are dimensions of the roller: roller width (L) static weigth (Ps) and centrifugal force (Pd). Total roller load:

Model

Dynapac CA 512D

Ps

=105

kN

Pd

=300

kN

L

=2.13

m

P

=(Ps + Pd) / L =190

kN/m

Figure illustrattes the distribution of compaction-induced horizontal pressures that are obtained from elasticity theory as recommended by the Canadian Geotechical Soci ety.

ko= [1 - sinφf] Lateral earth pressure ko=

0.5

Unitless

Zc= ko x (2P/πϒ)0.5 =1 m d= (1/ko) x (2P/πϒ)0.5 =5 m

The distribution of horizontal pressure on wall from compaction effort and soil pressure illustrated in figure is calculated in the following manner

a= σH=

0 49

m

Distance between compactor center and the wall

kN/m²

Horizontal earth pressure including compaction

induced loading

Page 10 of 30

4.1.Bottom Slab Design Summary of Loading on Bott om Slab

Bottom Slab

W bearing=

88.39

kN/m²

W sv=

3.13

kN/m²

W wa_top=

3.00

kN/m²

W wa_bot=

65.75

kN/m²

LL+IM=

76.34

kN/m²

W ULS =1.25xWbearing + 1.3W sv + 1.0W wa +1.75W LL+IM W SLS

=316.90 kN/m² =1.0xWbearing + 1.0W sv + 1.0W wa +1.0W LL+IM =236.61

(PLL+IM / S²)

ULS Factored Loading SLS Unfactored Loading

kN/m²

Botto m Slab Reinfor cement Design Bottom slab is assumed to be act as interior two-way slab.

Lx= 1.40 m Ly= 1.40 m Ly/Lx= 1 MULS= 0.032 x W ULSxLx2 19.88

Short Span Long Span Ratio Edge Moment

kNm/m

MULS= 0.024 x W ULSxLx2 Mid-span Moment 14.91 kNm/m MSLS= 0.032 x W SLSxLx2 Edge Moment 19.8

14.84

kNm/m

MSLS= 0.024 x W SLSxLx2 14.9 99.3

11.13

kNm/m

VULS= 4 x Mchange / Lx 99.38

The area below shear diagram shall be equal to moment change.

Mid-span Moment

kN/m

Max shear

Page 11 of 30

Concrete Properties at Time of Lo ading t

=7

Class

N

Development of strength at time of loading

Days

Strength class of cement

R: high early strength; N: Normal Early Strength; S: Slow early strength

s

=0.25

βcc(t)

= exp [s x (1-(28 / t) )]

βcc(t)

=0.79

f cm (t)

= βcc(t) x f cm

f cm (t)

=30.00

f c (t)

=fcm (t) - 8MPa

f ck (t)

=22.00

Ecm

=22 x [f cm / 10]

0.5

=32837 Ecm (t)

Coefficient depend on cement type

Mean Compressive strength at time of loading MPa

0.3

Serviceability calculations the mean value is used

MPa 0.3

= [f cm(t) / f cm] =30589

Compressive strength at time of loading

MPa

Modulus of elasticity at time of loading

x Ecm

MPa

Principal Reinforcement Ømain 12.00 mm

Diameter of main reinforcement

Amain

113.10

mm²

Area of main reinforcement

smain

200.00

mm

Spacing of main reinforcement

d

=tbs - cnom - Ømain/2 =244.00

mm

kNm/m

Med

=19.88

K

=MEd / bd²fck(t)

K'

Effective depth

=0.015

Unitless

=0.168

Unitless

It is often recommended K' should be limited to ensure ductile failure

Check if

K

=0.02

<=

z

=(d/2) x (1 + (1-3.53K)

z

=231.80

0.5

)

mm

K'

=0.168

=240.69

mm

compression reinforcement no need

<=

0.95 x d

=231.80

Limiting z to 0.95d is not a requirement of EC2 but it is considered to be a good practice

Ascalc

=MEd / fyz =204.16

Calculated requirements of reinforcement mm²/m

Minimum area of principal reinforcement in the main direction but not less than 0.0013btd Asmin

=0.26x(fctm/fy)xbtxd

Asmin

=437.50

Asreq

=min {Ascalc;Asmin}

=437.50

mm²/m

>=

0.0013xbtxd =317.20

mm²/m

mm²/m

=437.50

mm²/m

Asprov

=565.49

mm²/m

Check

Asprov

=565.49

Required area of reinforcement Provided area of reinforcement mm²/m

>=

Asreq

=437.50

mm²/m

OK

Page 12 of 30

Check Maximum Spacing of Princi pal Reinforcement

Smax Check

=min {2xtslab; 250mm} =250

mm

Smain

=200

For principle reinforcement mm

<=

Smax

=250

mm

OK

Desig n fo r Shear It is not usual for a slab to contain shear reinforcement, therefore it is only necessary to ensure that concrete shear stress capacity without shear reinforcement is more than applied shear stress. 0.5 Should not be more than 2 =min{ 1 + (200/d) ; 2} =1.91 Resistance of members without shear reinforcement

k

1/3

VRdc

1.5

05

=max {0.12 x k x (100 x ρ x fck) ; 0.035 x k x fck } =0.43

MPa

VEd

=99.38

kN/m

Shear force at support

VEd

=0.41

MPa

Shear stress at support

Check

VEd

=0.41

MPa

<=

VRdc

=0.43

MPa

OK

Control of Cracking by Distribut ion of Reinforcement All reinforced concrete members are subject to cracking under any load condition, including termal effects and restraint of deformations, which produces tension in the gross section in excess of the cracking strength of the concrete. Provisions specified, herein, are used for the distribution of tension reinforcement to control flexural cracking.

INPUT f ck =

30

MPa

Area of tension steel, As =

565

mm

f yk =

420

MPa

d=

244

b =

1000

mm

Area of compression steel, As2 =

565

mm mm

h =

300

mm

d2 =

56

mm

QP moment, M =

14.84

KNm

Maxmum tension bar spacing, S =

200

mm

Age at cracking =

7

days

Max tension bar dia, Øeq =

12

mm

Cement type = Creep factor, φ =

N

(S, N, or R)

Short term or long term ?

L

(S or L)

Cover to As, c =

50

mm

0.0

Page 13 of 30

CALCULATIONS modulus of elasticity of concrete = 22[(fck+8)/10]

.

Ecm

=

32.8

GPa

moduli of elasticity of steel

Es

=

200.0

GPa

Modular ratio

αe

=

mean concrete strength at cracking

f cm,t

=

mean concrete tensile strength

f ct,eff

=

6.09 29.59

MPa

2.26

MPa

mm

uncracked neutral axis depth [bh²/2+(αe-1)(Asd+As2d2)]/[bh+(αe-1)(As+As2)]

xu

=

150.00

bh³/12+bh(h/2-x)²+(αe-1)[As(d-x)²+As2(x-d2)²]

Iu

=

2301

mm 10

cracking moment = f ctI/(h-x)

Mcr

=

34.60

kNm

n

uncracked 2 moment of area

> 14.85 kNm

section is UNCRACKED

fully cracked neutral axis depth ½

(-Asαe-As2(αe-1)+[{Asαe+As2(αe-1)}²-2b{Asαed-As2d2(αe-1)}] )/b

xc

=

concrete stress = M/[bx(d-x/3)/2+(αe-1)As2(d-d2)(x-d2)/x]

σc

stress in tension steel = σc∙αe(d-x)/x

σs

effective tension area = min[2.5(h-d), (h-x)/3, h/2]b - As

Ac,eff

As /Ac,eff

ρp,eff

=

0.0065

max final crack spacing = min[1.3/(h-x),3.4c+0.17Ø/ρp,eff )]

sr,max

=

481.96

mm

average strain for crack width calculation

εsm-εcm

=

336.39

μstrain

CALCULATED CRACK WIDTH

Wk

=

0.000

mm

38.88

mm

=

3.49

MPa

=

112.13

=

MPa 86474.94 mm

4.2.Vertic al Walls Desig n Summary of Loading on Walls W sh_top= 1.35 kN/m²

W wa_top=

3.00

kN/m²

W wa_bot=

65.75

kN/m²

e d i S

W sh_bot = 29.65

kN/m²

W sll+IM=

6.00

kN/m²

Vertical walls is assumed to be one-way slab and calculations consider 1m strip from bottom.

Page 14 of 30

Horizont al Earth Load (EV)

Since the location of manholes varies, various loading shall be considered in order to get maximum positive moment and negative moment even if this loading conditions do not exist on site.

Horizontal Earth loading for maximum moment at span.

‐3.03

4.24

W sh_bot =

29.65 kN/m² 20.76

Msh_bot =

3.03

kNm/m Edge Moment

Msh_bot =

4.24

kNm/m Mid-span Moment

Mchange=

7.26

kNm/m Change of Moment

Vsh_bot = 4 x Mchange / Lx - twex x Wsh_bot 14.83

kN/m

Max shear at d

‐20.76 A

Joint

B

D

C

Length

AC 1.40

AB 1.40

BA 1.40

BD 1.40

DB 1.40

DC 1.40

CD 1.40

CA 1.40

Inertia

0.0007

0.0007

0.0007

0.0007

0.0007

0.0007

0.0007

0.0007

Dist. Factor

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

FEM

0.00

0.00

0.00

-4.84

4.84

0.00

0.00

0.00

Distribution

0.00

0.00

2.42

2.42

-2.42

-2.42

0.00

0.00

Carry Over

Distribution

0.00 -0.61

1.21 -0.61

0.00 0.61

-1.21 0.61

1.21 -0.61

0.00 -0.61

-1.21 0.61

0.00 0.61

Carry Over

0.30

0.30

-0.30

-0.30

0.30

0.30

-0.30

-0.30

Distribution

-0.30

-0.30

0.30

0.30

-0.30

-0.30

0.30

0.30

Carry Over

0.15 -0.15

0.15 -0.15

-0.15 0.15

-0.15 0.15

0.15 -0.15

0.15 -0.15

-0.15 0.15

-0.15 0.15

Distribution

0.08 -0.08

0.08 -0.08

-0.08 0.08

-0.08 0.08

0.08 -0.08

0.08 -0.08

-0.08 0.08

-0.08 0.08

Carry Over

0.04

0.04

-0.04

-0.04

0.04

0.04

-0.04

-0.04

Distribution

-0.04

-0.04

0.04

0.04

-0.04

-0.04

0.04

0.04

Carry Over

Distribution

0.02 -0.02

0.02 -0.02

-0.02 0.02

-0.02 0.02

0.02 -0.02

0.02 -0.02

-0.02 0.02

-0.02 0.02

Moment Su

-0.61

0.61

3.03

-3.03

3.03

-3.03

-0.61

0.61

Member

Distribution Carry Over

Page 15 of 30

Horizontal Earth loading for maximum mo ment at support.

2.42

3.14

6.05

W sh_bot = 29.65

kN/m²

18.16

Msh_bot =

6.05

kNm/m Edge Moment

Msh_bot =

3.14


Vsh_bot =

17.42

kN/m

Max shear at d

18.16

A

Joint

‐23.35

B

D

C

AC

AB

BA

BD

DB

DC

CD

CA

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

Dist. Factor

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

FEM

0.00

0.00

0.00

-4.84

4.84

-4.84

4.84

0.00

Distribution

0.00 -1.21

0.00 1.21

2.42 0.00

2.42 0.00

0.00 1.21

0.00 -1.21

-2.42 0.00

-2.42 0.00

Carry Over

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

Distribution

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

Carry Over

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

Distribution

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

Distribution

0.00 0.00 0.00

0.00 0.00 0.00

0.00 0.00 0.00

0.00 0.00 0.00

0.00 0.00 0.00

0.00 0.00 0.00

0.00 0.00 0.00

0.00 0.00 0.00

Moment Su

-1.21

1.21

2.42

-2.42

6.05

-6.05

2.42

-2.42

Member Length Inertia

Carry Over

Distribution

Carry Over



Page 16 of 30

Horizontal Earth L oading ‐1.82

‐1.82

3.74

3.74 1.82

‐5.45

W sh_bot = 29.65

kN/m²

Msh_bot =

5.45

kNm/m Edge Moment

Msh_bot =

3.74


Vsh_bot =

17.42

kN/m

‐5.45

18.16

Max shear at d

‐20.76

‐23.35

20.76 A

Joint

B

D

C

AC

AB

BA

BD

DB

DC

CD

CA

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

Dist. Factor

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

FEM

4.84

0.00

0.00

-4.84

4.84

-4.84

4.84

-4.84

Distribution

-2.42 0.00

-2.42 1.21

2.42 -1.21

2.42 0.00

0.00 1.21

0.00 0.00

0.00 0.00

0.00 -1.21

Carry Over

-0.61 0.30

-0.61 0.30

0.61 -0.30

0.61 -0.30

-0.61 0.30

-0.61 0.30

0.61 -0.30

0.61 -0.30

Distribution

-0.30

-0.30

0.30

0.30

-0.30

-0.30

0.30

0.30

Carry Over

0.15 -0.15

0.15 -0.15

-0.15 0.15

-0.15 0.15

0.15 -0.15

0.15 -0.15

-0.15 0.15

-0.15 0.15

0.08 -0.08

0.08 -0.08

-0.08 0.08

-0.08 0.08

0.08 -0.08

0.08 -0.08

-0.08 0.08

-0.08 0.08

0.04 -0.04

0.04 -0.04

-0.04 0.04

-0.04 0.04

0.04 -0.04

0.04 -0.04

-0.04 0.04

-0.04 0.04

Distribution

0.02 -0.02

0.02 -0.02

-0.02 0.02

-0.02 0.02

0.02 -0.02

0.02 -0.02

-0.02 0.02

-0.02 0.02

Moment Su

1.82

-1.82

1.82

-1.82

5.45

-5.45

5.45

-5.45


Carry Over

Distribution




Page 17 of 30

Horizontal Earth L oading ‐4.84

‐4.84

2.42 2.42

2.42 2.42

‐4.84

W sh_bot = 29.65

kN/m²

Msh_bot =

4.84

kNm/m Edge Moment

Msh_bot =

2.42


Vsh_bot =

14.83

kN/m

‐4.84

Max shear at d ‐20.76

20.76 A

Joint

B

D

C

AC

AB

BA

BD

DB

DC

CD

CA

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

Dist. Factor

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

FEM

4.84

-4.84

4.84

-4.84

4.84

-4.84

4.84

-4.84

Distribution

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

Carry Over

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

Distribution

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

Carry Over

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

Distribution

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

Moment Su

4.84

-4.84

4.84

-4.84

4.84

-4.84

4.84

-4.84


Carry Over

Distribution




Page 18 of 30

Hydrostatic Load (WA)

5.37

Lx= 1.40 m Ly= 1.40 m Ly/Lx= 1 Mwa_bot= (1/12) x W wa_botxLx2 10.74 kNm/m Mwa_bot= (1/24) x W sh_botxLx2

Short Span Long Span Ratio Edge Moment Mid-span Moment

5.37 kNm/m VULS= 4 x Mchange / Lx - twex x Wwa_bot 10.7 32.8

32.88

kN/m

Max shear at d

Page 19 of 30

Live Load Surcharge(LS) + Dynamic Load Allowance (IM) Live load surcharge loading for maximum moment at span.

0.61

0.86

W sll+IM=

6.00

kN/m²

4.20

Msll=

0.61

kNm/m Edge Moment

Msll=

0.86


Vsll=

3.00

kN/m

Max shear at d

‐4.20

A

Joint

B

D

C

Length

AC 1.40

AB 1.40

BA 1.40

BD 1.40

DB 1.40

DC 1.40

CD 1.40

CA 1.40

Inertia

0.0007

0.0007

0.0007

0.0007

0.0007

0.0007

0.0007

0.0007

Dist. Factor

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

FEM

0.00

0.00

0.00

-0.98

0.98

0.00

0.00

0.00

Distribution

0.00

0.00

0.49

0.49

-0.49

-0.49

0.00

0.00

Carry Over

0.00 -0.12

0.24 -0.12

0.00 0.12

-0.24 0.12

0.24 -0.12

0.00 -0.12

-0.24 0.12

0.00 0.12

0.06 -0.06

0.06 -0.06

-0.06 0.06

-0.06 0.06

0.06 -0.06

0.06 -0.06

-0.06 0.06

-0.06 0.06

Distribution

0.03 -0.03

0.03 -0.03

-0.03 0.03

-0.03 0.03

0.03 -0.03

0.03 -0.03

-0.03 0.03

-0.03 0.03

Carry Over

0.02

0.02

-0.02

-0.02

0.02

0.02

-0.02

-0.02

Distribution

-0.02

-0.02

0.02

0.02

-0.02

-0.02

0.02

0.02

Carry Over

0.01 -0.01

0.01 -0.01

-0.01 0.01

-0.01 0.01

0.01 -0.01

0.01 -0.01

-0.01 0.01

-0.01 0.01

Distribution

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

Moment Su

-0.12

0.12

0.61

-0.61

0.61

-0.61

-0.12

0.12

Member




Page 20 of 30

Live load surcharge loading for maximum moment at support. ‐0.49

0.63

‐1.22

W sll+IM=

6.00

kN/m²

Msll=

1.22

kNm/m Edge Moment

Msll=

0.63


Vsll=

3.52

kN/m

3.67

Max shear at d

‐4.72

A

Joint

B

D

C

AC

AB

BA

BD

DB

DC

CD

CA

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

Dist. Factor

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

FEM

0.00

0.00

0.00

-0.98

0.98

-0.98

0.98

0.00

Distribution

0.00

0.00

0.49

0.49

0.00

0.00

-0.49

-0.49

Carry Over

-0.24

0.24

0.00

0.00

0.24

-0.24

0.00

0.00

Distribution

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

Carry Over

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

Distribution

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

Carry Over

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00


0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

Distribution

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

Moment Su

-0.24

0.24

0.49

-0.49

1.22

-1.22

0.49

-0.49


Carry Over


Distribution

Page 21 of 30

Live load surcharge loading ‐0.37

‐0.37

0.76

0.76 0.37

‐1.10

W sll+IM=

6.00

kN/m²

Msll=

1.10

kNm/m Edge Moment

Msll=

0.76


Vsll=

3.52

kN/m

‐1.10

3.67

Max shear at d 4.20 ‐4.72 ‐4.20

A

Joint

B

D

C

AC

AB

BA

BD

DB

DC

CD

CA

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

Dist. Factor

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

FEM

0.98

0.00

0.00

-0.98

0.98

-0.98

0.98

-0.98

Distribution

-0.49

-0.49

0.49

0.49

0.00

0.00

0.00

0.00

Carry Over

0.00

0.24

-0.24

0.00

0.24

0.00

0.00

-0.24

Distribution

-0.12 0.06

-0.12 0.06

0.12 -0.06

0.12 -0.06

-0.12 0.06

-0.12 0.06

0.12 -0.06

0.12 -0.06

-0.06 0.03

-0.06 0.03

0.06 -0.03

0.06 -0.03

-0.06 0.03

-0.06 0.03

0.06 -0.03

0.06 -0.03

Carry Over

-0.03 0.02

-0.03 0.02

0.03 -0.02

0.03 -0.02

-0.03 0.02

-0.03 0.02

0.03 -0.02

0.03 -0.02

Distribution

-0.02

-0.02

0.02

0.02

-0.02

-0.02

0.02

0.02

Carry Over

0.01

0.01

-0.01

-0.01

0.01

0.01

-0.01

-0.01


-0.01 0.00

-0.01 0.00

0.01 0.00

0.01 0.00

-0.01 0.00

-0.01 0.00

0.01 0.00

0.01 0.00

Distribution

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

Moment Su

0.37

-0.37

0.37

-0.37

1.10

-1.10

1.10

-1.10


Carry Over


Distribution

Page 22 of 30

Live load surcharge loading ‐0.98

‐0.98

0.49 0.49

0.49

0.49

‐0.98

W sll+IM=

6.00

kN/m²

Msll=

0.98

kNm/m Edge Moment

Msll=

0.49


Vsll=

3.00

kN/m

‐0.98

Max shear at d 4.20

‐4.20

A

Joint

B

D

C

AC

AB

BA

BD

DB

DC

CD

CA

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

1.40 0.0007

Dist. Factor

0.50

0.50

0.50

0.50

0.50

0.50

0.50

0.50

FEM

0.98

-0.98

0.98

-0.98

0.98

-0.98

0.98

-0.98

Distribution

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

Carry Over

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

Distribution

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

Carry Over

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

Distribution

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

Carry Over

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00


0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

0.00 0.00

Distribution

0.00

0.00

0.00

0.00

0.00

0.00

0.00

0.00

Moment Su

0.98

-0.98

0.98

-0.98

0.98

-0.98

0.98

-0.98


Carry Over


Distribution

Page 23 of 30

Side Wall Load Combination

MULS =1.35xMsh_bot + 1.5Msll + 1.0Mwa_bot

Factored Edge Moment

MULS

=20.57 kNm/m =1.34xMsh_bot + 1.4Msll + 1.0Mwa_bot

Factored Mid Span Moment

MSLS

=12.59 kNm/m =1.0xMsh_bot + 1.0Msll + 1.0Mwa_bot

SLS Moment

VULS

=18.02 kNm/m =1.35xVsh_bot + 1.5Vsll + 1.0Vwa_bot

Factored Shear

=61.15

kN/m

Concrete Properties at Time of Lo ading t

=7

Development of strength at time of loading

Days

Class N Strength class of cement R: high early strength; N: Normal Early Strength; S: Slow early strength

s

=0.25

Coefficient depend on cement type 0.5

βcc(t)

= exp [s x (1-(28 / t) )]

βcc(t)

=0.79

f cm (t)

= βcc(t) x f cm

f cm (t)

=30.00

f c (t)

=fcm (t) - 8MPa

f ck (t)

=22.00

Ecm

=22 x [f cm / 10] =32837 MPa

Ecm (t)

= [f cm(t) / f cm]



MPa 0.3

0.3

=30589

Serviceability calculations the mean value is used Modulus of elasticity at time of loading

x Ecm

MPa



Amain

113.10

mm²


smain

200.00

mm


d

=twex - cnom - 3Ømain/2 =142.00 mm

Med

=20.57

K

=MEd / bd²fck(t)

K'

=0.046 =0.168

Unitless Unitless

Check if

K

=0.05

z z

=(d/2) x (1 + (1-3.53K) =134.90 mm

Ascalc

=MEd / fyz

kNm/m

It is often recommended K' should be limited to ensure ductile failure <= 0.5

=362.98

Effective depth

)

K'

=0.168

=135.93

mm

compression reinforcement no need

<=

0.95 x d

Limiting z to 0.95d is not a requirement of EC2 but it is considered to be a good practice Calculated requirements of reinforcement

mm²/m

=134.90

Page 24 of 30

Minimum area of principal reinforcement in the main direction but not less than 0.0013btd Asmin


Asmin

=254.61

Asreq

=min {Ascalc;Asmin}

=254.61

mm²/m

>=

0.0013xbtxd =184.60

mm²/m

mm²/m

=362.98

mm²/m

Asprov

=565.49

mm²/m

Check

Asprov

=565.49

Required area of reinforcement Provided area of reinforcement mm²/m

>=

Asreq

=362.98

mm²/m

OK

mm

OK

Check Maximum Spacing of Princi pal Reinforcement =min {2xtslab; 250mm} Smax For principle reinforcement

Check

=250

mm

Smain

=200

mm

<=

Smax

=250

Desig n fo r Shear It is not usual for a slab to contain shear reinforcement, therefore it is only necessary to ensure that concrete shear stress capacity without shear reinforcement is more than applied shear stress. 0.5 k =min{ 1 + (200/d) ; 2}

Should not be more than 2

=2.00 Resistance of members without shear reinforcement 1/3

VRdc

1.5

05


MPa

VEd

=61.15

kN/m

Shear force at d distance to support

VEd

=0.43

MPa

Shear stress at d distance from support

Check

VEd

=0.43

MPa

<=

VRdc

=0.49

MPa

OK


INPUT f ck =

30

MPa


565

mm

f yk =

420

MPa

d=

142

b =

1000

mm


565

mm mm

h =

200

mm

d2 =

58

mm

QP moment, M =

18

KNm


200

mm

Age at cracking =

7

days


12

mm


N

(S, N, or R)


L

(S or L)

Cover to As, c =

52

mm

0.0

Page 25 of 30


.

Ecm

=

32.8

GPa


Es

=

200.0

GPa

Modular ratio

αe

=


f cm,t

=


f ct,eff

6.09

=

38.00

MPa

2.90

MPa

mm


xu

=

100.00


Iu

=

677


Mcr

=

n


> 18.02 kNm

19.60

mm 10 kNm

section is UNCRACKED



xc

=

30.45

mm


σc

=

10.07

MPa


σs

=

224.81


Ac,eff

As /Ac,eff

ρp,eff

=

0.0101


sr,max

=

378.65

mm


εsm-εcm

=

674.43

μstrain


Wk

=

0.000

mm

=

MPa 55951.95 mm

Compaction Allow ance Check fo r Side Wall

e d i S

σH=

W sh_bot =

49

e d i S

kN/m²

59.30

kN/m²

Consruction Loading including compaction induced surcharge load

kN/m²

W wa_bot=

65.75

kN/m²

W sh_bot =

29.65

kN/m²

Construction Design Load

74 kN/m² W ULS = 1.35xMsh_bot + 1.5Msll + 1.0Mwa_bot Check

6.00

Long‐term Loading

WCON= 1.5 x σH

115 Wcon=

W sll+IM=

kN/m² 74

kN/m²

<=

Long‐term Design load

W ULS

115

kN/m²

OK

Page 26 of 30

4.3.Top Slab Desig n Summary of Loading on Top Slab

Top slab is assumed to be one-way slab due to larger opening.

LL+IM=

150

kN (Equivalent UDL Loading)

LL+IM=

214

kN/m²

W wa_top=

3.00

kN/m²

W sv=

3.13

kN/m²

W dlts=

6.25

kN/m²

Top Slab

Load factor for design HB loading decreased to 1.3 as per BD-37/01[6.3.4]

W ULS =1.25xWdlts + 1.3W sv + 1.0W wa +1.3W LL+IM W SLS

=292.75 kN/m² =1.0xWdlts + 1.0W sv + 1.0W wa +1.1W LL+IM =247.50

ULS Factored Loading SLS Unfactored Loading

kN/m²

MULS= (1/8) x W ULSxLx2 51.23

Factored Mid-span Moment

kNm/m

MSLS= (1/8) x W SLSxLx2

SLS Mid-span Moment

43.31 kNm/m VULS= W ULSxL/2 -tts x WULS

ULS Design Shear at d

102.46

kN/m

Concrete Properties at Time of Loading t Class

=28 N

Development of strength at time of loading Strength class of cement

Days

R: high early strength; N: Normal Early Strength; S: Slow early strength =0.25 Coefficient depend on cement type s 0.5

βcc(t)

= exp [s x (1-(28 / t) )]

βcc(t)

=1.00

f cm (t)

= βcc(t) x f cm

f cm (t)

=38.00

f c (t)

=fcm (t) - 8MPa

f ck (t)

=30.00

Ecm

=22 x [f cm / 10] =32837

Ecm (t)


MPa 0.3

Serviceability calculations the mean value is used

MPa 0.3

= [f cm(t) / f cm] =32837


x Ecm

MPa

Modulus of elasticity at time of loading

Page 27 of 30



Amain

201.06

mm²


smain

150.00

mm


d

=tts - cnom - Ømain/2 =192.00 mm

Med

=51.23 kNm/m =MEd / bd²fck(t)

K

=0.046

Unitless

K'

=0.168

Unitless

Check if

K

=0.05

z z

Effective depth

It is often recommended K' should be limited to ensure ductile failure compression reinforcement no need K' =0.168

<= 0.5

=(d/2) x (1 + (1-3.53K) =182.40 mm

=183.80

)

mm

<=

0.95 x d

=182.40


Ascalc

=MEd / fyz

Calculated requirements of reinforcement

=668.76 mm²/m Minimum area of principal reinforcement in the main direction but not less than 0.0013btd Asmin


Asmin

=344.27

Asreq

=min {Ascalc;Asmin} =668.76

=344.27

mm²/m

>=

0.0013xbtxd

=249.60

mm²/m

mm²/m

OK

mm

OK

mm²/m Required area of reinforcement

mm²/m

Asprov

=1340.41 mm²/m

Check

Asprov

Provided area of reinforcement

=1340.41 mm²/m

>=

Asreq

=668.76

Check Maximum Spacing of Princi pal Reinforcement =min {2xtslab; 250mm} Smax For principle reinforcement

Check

=250

mm

Smain

=150

mm

<=

Smax

=250

Desig n fo r Shear It is not usual for a slab to contain shear reinforcement, therefore it is only necessary to ensure that concrete shear stress capacity without shear reinforcement is more than applied shear stress. k

0.5

=min{ 1 + (200/d) =2.00

Should not be more than 2

; 2}

Resistance of members without shear reinforcement VRdc

1/3

1.5

05


MPa

VEd

=102.46

kN/m

Shear force at support

VEd

=0.53

MPa

Shear stress at d distance from support

Check

VEd

=0.53

MPa

<=

VRdc

=0.66

MPa

OK

Page 28 of 30


INPUT f ck =

30

MPa


1340

mm

f yk =

420

MPa

d=

192

b =

1000

mm


1340

mm mm

h =

250

mm

d2 =

48

mm

QP moment, M =

43

KNm


150

mm

Age at cracking =

28

days


16

mm


N

(S, N, or R)


L

(S or L)

Cover to As, c =

52

mm

0.0


.

Ecm

=

32.8

GPa


Es

=

200.0

GPa

Modular ratio

αe

=


f cm,t

=


f ct,eff

=

6.09 38.00

MPa

2.90

MPa

mm


xu

=

124.74


Iu

=

1373

mm 10


Mcr

=

31.75

kNm

n


< 43.31 kNm

section is CRACKED



xc

=

48.37

mm


σc

=

10.16

MPa


σs

=

183.80


Ac,eff

As /Ac,eff

ρp,eff

0.0203


sr,max

=

277.05

mm


εsm-εcm

=

599.05

μstrain


Wk

=

0.166

mm

=

=

MPa 65868.20 mm

Page 29 of 30

Trimmer Beam for Allow ance of Opening The polish code for concrete structures (PN-B-03264) suggest traditional method of designing additional reinforcement. In this case reinforcement is designed for a homogeneous slab and then the amount of reinforcement from opening is distributed around opening. However, opening edge cannot be longer than 1/4 of effective span and the magnitude of uniformly distributed load is not allowed to be larger than 10kN/m² Lopening =600.00 mm =1/4 Lspan =350.00 Check if Lopening =600.00 mm > mm

NOT OK

If the needs exceed the limits concerning the opening dimension or magnitude of loading the code demands a kind of trimmer members to be designed in form of hidden beams. The width of such members cannot exceed four slab heights. =600 a mm Width of opening b

=300

Check if

b/a

Width of trimmer beam

mm =0.50

<=

0.5

A m om ent fo r a s lab si mp ly su pp or ted on thr ee edges is to be considered

Slab shall b e considered as one-way slab on the li gth of above.

bm Mxr

=300.00

Width of trimmer beam

mm 0.125 x Wuls x (a+2bm)²

=52.70

Moment acting edge of hole

kNm/m

Øtrimmer 16.00

mm

Diameter of trimmer reinforcement

Atrimmer

201.06

mm²

Area of trimmer reinforcement

strimmer

4

piece

Spacing of trimmer reinforcement

d

=tts - cnom - Ømain/2 =192.00

Med K K' Check if

Effective depth

mm

=52.70 kNm/m =MEd / bmd²fck(t) =0.159

Unitless

=0.168

Unitless

It is often recommended K' should be limited

=0.16

to ensure ductile failure compression reinforcement no need K' =0.168

K

<= 0.5

z

=(d/2) x (1 + (1-3.53K) =159.63 mm

z

)

=159.63

mm

<=

0.95 x d

=182.40


Ascalc

=MEd / fyz

Calculated requirements of reinforcement

=785.98

mm²/m

Asprov

=804.25

mm²/m

Check

Asprov

=804.25

Provided area of reinforcement mm²/m

>=

Asreq

=785.98

mm²/m

OK

Compaction A llow ance Check for Top Slab P= LL+IM= Check

kN/m² 190 214 kN/m² P= 190

Compaction Equipment Loading Equivalent UDL HB-45 Loading

kN/m²

<=

LL+IM=

214

kN/m²

OK

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