9788w003 Aldi, Caerphilly Road, Cardiff, Operation and ... Stores Ltd Aldi Store, ... Construction and testing of drains and sewers ... the SUDS management train, was to

C R A D D Y S

9788-01

CALCULATIONS

Client Project

Aldi Stores Ltd Aldi Store, Caerphilly Road, Cardiff

Calculation No Calculation Title Status

9788-01 Drainage Strategy and Calculations Information

Notes

General

• The site is a brownfield site. It is proposed to discharge stormwater to the existing public storm sewer within Waun Ddyfal. The portion of Waun Ddyfal within the site boundary is to be built over and incorporated into the car park of the new development.

• It is proposed to discharge runoff from site at a maximum discharge rate of 5.7 l/s for all storm events up to and including the 1 in 100 year return period. The capacity of onsite attenuation includes an allowance for climate change and this was made in accordance with the current best practice.

• The system incorporates trapped gullies and drainage channels, silt traps and an interceptor/separator.

• The development has low risk of flooding from all sources. This development is deemed appropriate in this location, and its redevelopment will not increase the risk of flooding to the neighbouring properties.

• It is proposed to discharge foul water offsite via an existing lateral drain to the public foul sewer at the north east corner of the site.

• All private drainage is to be maintained by Aldi Stores Ltd.

Revision Date Notes Author Checked Approved

A 24.05.17 First Issue WAH RSH RAG

C R A D D Y S

Project Aldi Store, Caerphilly Road, Cardiff Sheet 9788 01 002 Rev A

Section Drainage Strategy By WAH Checked RSH Date 24/05/17

1. INTRODUCTION/SITE DESCRIPTION

It is proposed to develop an Aldi store with parking on a brownfield site adjacent to Caerphilly Road, Cardiff, CF14 4NT. The site has an area of approximately 0.742Ha. Refer to appendix A for the site location.

There are existing private surface and foul water drains throughout the site. It is anticipated that the existing surface water system discharges offsite via a public lateral drain along Waun Ddyfal at the south boundary of the site into a public sewer within Caerphilly Road. The existing foul network similarly discharges to a public sewer in Caerphilly Road via a lateral drain at the north east corner of the site. The majority of the private surface and foul drains are to be made redundant and grubbed up provided that it is confirmed that they do not serve any third party properties. Refer to appendix B for the Welsh Water sewer map and appendix C for the existing drainage layout and areas.

The existing hard standing area is 7120m²; the proposed development will decrease this to 6855m² with the introduction of some areas of soft landscaping. Refer to appendix D for the proposed drainage areas.

2. DESIGN CRITERIA

The scheme design of the drainage system is carried out in accordance with all relevant Codes of Practice and Design Guides. These include, but are not limited to the following:

• Sewers for Adoption 7th Edition. (For adoptable drainage design calculation).

• CIRIA C753: SUDS manual (For environmental and sustainability assessment of different stormwater management options and discharge rates).

• The Approved Documents: Building Regulations 2015 Part H: Drainage and Waste Disposal (To adhere to UK building regulations).

• BS EN 1610: Construction and testing of drains and sewers (To specify drainage construction bedding materials).

• BS EN124: Gully Tops and Manhole Tops for Vehicular and Pedestrian Areas (To specify manhole covers).

• Planning Policy Wales Technical Advice Note 15 (TAN 15) (For flood risk considerations).

3. DRAINAGE PRINCIPLE

The main drainage principle, based on the SUDS management train, was to select surface water management techniques that can avoid, reduce or delay the surface water discharge rate from site. The techniques considered include soakaways, watercourses and sewers, in that order.

Soakaways: Soakaways are not considered to be a feasible option due to the ground conditions on the site. This assessment is included in a Site investigation by Brownfield Solutions Ltd. (Report: PD/C2803/1099). Refer to the below extract.

Fig 1. SUDS management train

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.

Water courses: The nearest watercourse is an unnamed stream approximately 240m to the south west of the site. To discharge into the watercourse the drainage would have to pass through several residential properties and cross multiple residential roads. Therefore discharging the surface water to a watercourse is considered unsuitable.

Discharge to public sewer: It is proposed to connect the proposed drainage to the existing public surface water drain that is located within Waun Ddyfal at the south of the site. It is assumed that this drain discharges in to a public sewer within Caerphilly Road. It is proposed to implement a control device with attenuation and discharge the surface water at a restricted discharge rate. Refer to appendix E for the proposed drainage layout. The proposed discharge rate is to be 5.7 l/s which is equivalent to the greenfield runoff rate for the 1 in 100 year storm for the existing site. Refer to appendix F for the existing greenfield runoff rate calculations.

4. FLOOD RISK ASSESSMENT

The following considers the flood risk associated with the site in accordance with the Planning Policy Wales Technical Advice Note 15 (TAN 15).

The Development Advice Map (DAM) which is published by Natural Resources Wales and supplements TAN 15 indicates that the site is not at risk of flooding from rivers or the sea but that some areas are at low to high risk of surface water flooding. Refer to Fig. 2 below for the relevant extract from the DAM. Since the site area is less than 1.0Ha and the drainage system has been designed to imitate the greenfield runoff rate, the stormwater generated by the development is unlikely to have a significant impact upon flooding within the site locality and may be expected to improve the surface water flood risk.

Fig. 2 TAN 15 Development and Flood Risk

Site Location

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Other issues considered in assessing the flood risks associated with developing the site were:

a) Overall loss of flood storage volume during the design event

b) Obstruction to the flow of water during a flood event

c) Increase in rate of runoff that might worsen flooding elsewhere

d) Obstruction to existing watercourses or access to them

e) Situations that may be dangerous during flooding.

f) Flooding from fluvial sources.

g) Flooding from tidal sources.

h) Flooding from overland flows

i) Flooding from ground water

j) Flooding from sewers

k) Flooding from reservoirs or canals.

l) Flooding from other sources.

Items a), b), d), e) and f) The site does not lie within a flood plain or adjacent to a watercourse.

Item c). The proposed development will slightly decrease the total roof and hardstanding areas and the stormwater drainage system incorporates an attenuation system designed to reduce the proposed discharge rate to the equivalent greenfield runoff rate for the site. It is therefore anticipated that the development of the site will not worsen flood risk elsewhere.

Item g). Flooding from tidal sources. The site is not at risk from tidal sources.

Item h). Flooding from overland flows. The site locality is a built-up area and the proposed development reduces the hard standing area. The majority of the hardstanding area of the site is typically lower than both the finished floor level of the store and the levels of the adjacent Caerphilly Road, therefore ensuring that overland flows will be directed away from both of these areas. In the event that surface water from outside the boundary does enter the site, drainage features will be arranged such that the water is intercepted before reaching the building. Refer to appendix G for the sketch indicating anticipated surface water overland flow routes on and around the site.

Item i). Flooding from ground water. There is no known history of flooding from ground water on this site.

Item j). Flooding from sewers. There is no known history of flooding from sewers in the area of the development site.

Item k). Flooding from reservoirs, canals. There are no reservoirs, canals or any artificial sources near the site.

Item l). Flooding from other sources. No other natural or artificial sources of flooding have been identified for this development.

Conclusion: This development is deemed appropriate in this location, is not at risk of flooding and its development will not increase the risk of flooding to the neighbouring properties.

5. POLLUTION

The proposed surface water drainage system incorporates silt traps, bioretention tree pits, trapped Birco drainage channel with sump units and trapped gullies which reduce the risk of silt and other pollutants entering the drainage system. There is a Class 1 bypass interceptor installed upstream of the attenuation tank to minimise any hydrocarbons entering the existing surface water system. The parking and service hard standing areas surface water runoff passes through the interceptor before discharging offsite.

C R A D D Y S



6. DRAINAGE DESIGN CALCULATIONS

Microdrainage System 1 and Simulation software was used to design the drainage system and storm water attenuation. The storm water attenuation has been designed to have capacity for water generated for storm events up to the 1 in 30 year return period plus 40% allowance for climate change (Refer to appendix H). For more extreme events than this, up to the 1 in 100 year plus 40% allowance for climate change event, some surface ponding may occur in the car park and lorry ramp. Any flooding that occurs during the 1 in 100 year return period will be retained on site. Refer to appendix H for the full set of proposed drainage calculations.

7. FOUL DRAINAGE STRATEGY

It is proposed to discharge foul water via the existing manhole and lateral drain at the north east corner of the site. The levels of the site and the existing network dictate that a pump station will be required to achieve this. The existing manhole is to be adapted to a brake chamber, or replaced with a new brake chamber if its condition is such that an adaptation is not possible. The proposed foul drainage layout is included on the drawing in appendix E.

8. OWNERSHIP

The development does not include any public drainage to be adopted. All private drainage is to be maintained by Aldi Stores Ltd. Refer to appendix I for the private drainage Operation and Maintenance notes.

C R A D D Y S


Section Stormwater Drainage Strategy By WAH Checked RSH Date 24/05/17

Appendix A: Aerial Photo/Site Location

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Site Location

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Appendix B: Welsh Water Maps

(PU 2004)

12IN. CI 1

923

4IN. CI 1912

4IN. CI 19

14 (PU 200

4)

63mm. MDPE 2

004

1912

80mm. DIEL 2004 ()

125mm. MDPE 1991

4IN. CI 1894 (PU 2004)

90mm. PROFUSE

3IN. CI 1912

100mm. DIEL 20

04 ()

80mm. DIEL 2005 ()

100mm. DIEL 20

05 ()

80mm. DIEL 200

5 ()

12I

12IN. CI 1923

4IN. CI 1894 (PU 2004)80mm. D

IEL 2005 ()

100mm. DIEL 2004 ()

150mm. DIEL 2004 ()

4IN. CI 1914

(PU 2004)

4IN. CI 1894 (PU 2004)

00

4IN. CI 1894 (PU 2004)

12IN. CI 1

923

12IN. CI 1923

3IN. AC 19

05

3IN. AC 1905

3IN. CI 19

20

3IN. CI 19

20

3IN. CI 1948 (PU 2004)

4IN. CI 19

14 (PU 200

4)

3IN. CI 1953 (PU 2004)

180mm. MDPE 1991

12IN. CI 1923

12IN. CI 1

923

90mm. HPPE 200

3 (

63mm. MDPE 1995

63mm. MDPE 199

5

1CDER041

1CDER595

Notes:

EXACT LOCATIONS OF ALL APPARATUS

TO BE DETERMINED ON SITE.

LEGEND

VC 6 IN.

VC 6 IN.

VC 225 mm.

VC 6 IN.

VC 6 IN.

VC 225 mm.

VC 225 mm.

VC 225 mm.

VC 225 mm.

VC 225 mm.

VC 6 IN.

VC 6 IN.

VC 6 IN.

6 IN.

VC 225 mm.

VC 150 mm.

CONC 300 mm.

VC 225 m

m.

VC 225 mm.

mm.

VC 6 IN.

VC 6 IN.

VC 300 m

m.

VC 225 mm.

VC 225 mm.

VC 225 mm.

VC 150 mm.

VC 6 IN.

VC 225 mm.

VC 6 IN.

VC 225 mm.

VC 225 mm.

VC 6 IN.

VC 6 IN.

VC 225 mm.

VC 225 mm.

VC 6 IN.

VC 6 IN.

VC 6 IN.

VC 6 IN.

VC 6 IN.

VC 6 IN.

VC 6 IN.

VC 225 mm.

CONC 450 mm.

CONC 300 mm.

AC 1

VC 225 mm.

VC 225 mm.

VC 300

VC 6 IN.

VC 6 IN.

VC 6 IN.

VC 6 IN.

VC 6 IN.

VC 150 mm.

VC 150 mm.

VC 225 mm.

CONC 300 mm.

CONC 300 mm.

CONC 300 mm.

VC 225 mm.

VC 225 mm.

VC 225 m

m.

VC 225 mm.

CONC 300 mm.

VC 225 mm.

VC 225 mm.

VC 225 mm.

VC 225 mm

VC 225 mm.

VC 225 m

m.

VC 225 mm.

VC 225 mm.

VC 225 mm.

VC 225 mm.

VC 225 mm.

VC 225 mm.

VC 225 mm.

VC 225 mm.

VC 6 IN.

VC 6 IN.

VC 225 mm.

VC 6 IN.

VC 6 IN.

VC 150 mm

VC 300 mm.

VC 225 mm.

CONC 300 mm.

VC 6 IN.

VC 225 mm.

VC 6 IN.

VC 225 mm.

VC 6 IN.

VC 225 mm.

VC 6 IN.

VC 6 IN.

VC 6 IN.

VC 225 mm.

VC 6 IN.

VC 6 IN.

VC 6 IN.

VC 6 IN.

VC 225 mm.

VC 225 mm.

VC 225 mm.

VC 6 IN.

VC 6 IN.

VC 225 mm.

VC 100 mm.

VC 150 mm.

VC 150 mm.

VC 225 mm.

VC

VC 225 mm.

VC 100 mm.

VC 300 mm.

VC 225 mm.

VC 225 mm.

VC 300 mm.

VC 300 mm.

VC 300 mm.

VC 300 mm.

VC 600 mm.

VC 600 mm.

VC 100 mm.

VC 100 mm.

VC 100

mm.

VC 100 mm.

VC 100 mm.

VC 100 mm.

VC 100 mm.

VC 100 mm.

VC 100 mm.

VC 100 mm.

VC 100 mm.

VC 150 mm.

VC 150 mm.

VC 150 mm.

VC 150 mm.

uPVC 100 mm.

VC 150 mm.

VC 150 mm.

VC 150 mm.

VC 150 mm.

VC 150 mm.

VC 600 mm.

VC 300 mm.

VC 600 mm.

CONC 1500 mm.

VC 100 mm.

VC 100 mm.

VC 100 mm.

VC 100 mm.

VC 100 mm.

VC 100 mm.

VC 100 mm.

VC 100 mm.

VC 100 mm.

VC 100 mm.

VC 100 mm.

VC 100 mm.

VC 100 mm.

VC 100 mm.

VC 150 mm.

A

A

B

B

B

A

A

A

A

A

B

B

B

307

ST16804401

ST16804402

ST16804403

ST16804404

ST16804405

ST16804406

ST16804407

ST16804408

ST16804302

ST16804301

755

ST16804756

ST16804757

ST16804758

ST16804759

ST16804750

ST16804751

ST16804752

ST16804707

ST16805608

ST16804506

ST16804507

ST16804502ST16804503

ST16804504

ST16804505

ST16804501

ST16804602

ST16804510

ST16805502

ST16804604

ST16804605

ST16804606

ST16804607

ST16804608

ST16804609

ST16804610

ST16804611

ST16804612

ST16807401

ST16807403 ST16807404

ST16805401

ST16805303

ST16805402

ST16805399

ST16805301

ST16808401

ST168084

ST16808403

ST16807406

ST16807407

ST16

S

ST16808608

ST16808601

ST16807503

ST16807504

ST16807505

ST16807506

ST16808602

ST16808604

ST16808605

ST16808501

ST16808502

ST16808503

ST16808504

ST16808609

ST16808701

ST16805601

ST16805604

ST16805501

ST16805602

ST16805610

ST16805607

ST16805605

ST16805603

ST16805609

ST16806602

ST16806603 ST16807606

ST16807604

ST16806604

ST16807607

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ST16807603

ST16807705

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ST16806702

ST16807702

ST16807703

ST16807601

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ST16807502

ST16806601

ST16805702

ST16805704

ST16807611 ST16807610

ST16807501

ST16805673

ST16806701

ST16805703

ST16806670

ST16805302

ST16805612

ST16805613

ST16805614

SST

ST16808404

ST16808303

ST16808304

ST16808305

ST16808306

ST16808307

ST16808308ST16808309

ST16808310

ST16808311

ST16808312ST16808313

ST16808405

ST16808406

ST16808407

ST16808408

ST16808505

ST16808414

ST16808415

ST16808416

ST16808417

ST16808418

ST16808419

ST16808420

ST16808421

ST16808422

ST16804309

ST16805403

ST16805404

ST16805405

ST16805406

ST1680

5407

ST16805408

ST16805409

ST16805304

ST16805305

ST16806302

ST16806303

ST16806402

ST16806403

ST16806404

ST16806405

ST16806406

ST16806407ST16805410

ST16805411

ST16805412

ST16805413

ST16805414

ST16805415

ST16805416

ST16805417

ST16805418

ST16805419

ST16805309

ST16805310

ST16805311

ST16805312

ST16805420

ST16805421

ST16806304

ST16806305

ST16806306

ST16806307

ST16806308

ST16806309

ST16806408

ST16806409

ST16806410

ST16806411

ST16806412

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ST16806414

ST16806415

ST16806416

ST16806417

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ST16806419

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ST16806426

ST16806501

ST16805503

ST16805504

ST16805422

ST16805423

ST16805424

ST16805425

ST16805426

ST16805427

ST16805428

ST16805429

ST16805430

ST16805431

ST16805432

ST16805433

ST16805434ST16805435

ST16805436

ST16805437

ST16805438

ST16805320

ST16805321

ST16805322

ST16805323

5325

326

ST16805330

ST16805331

311

ST16806314

ST16806315

ST16806316

ST16806317

ST16806318

ST16806319

ST16806320

ST16806321

ST16806322

ST16806323 ST16806324

ST16806325

ST16807315

ST16806326

ST16806327

ST16806328

ST16806329

ST16806330

ST16806331

ST16806427

ST16806428

ST16806429

ST16806430

ST16806431ST16806432

ST16806433

ST16806434ST16806435 S

T16806436

ST16806437

ST16806438

ST16806502

ST16805439

ST16804412

ST16808431

ST16808432

ST16808433

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ST16807402

4

2

MH2

33

18

17

25

F22

F23

F1

Int

S3

32 30

28

S8

34

F6

S26

S27

S28

F3

S4

S5

12

15

16

31

29

27

26

23

22

21

19

20

24

35

In Kitchen

1

Iron Bound Cov

Buried

3

MH8

MH9

MH10

MH20

MH19

MH21

MH18

MH17

MH22

MH23

MH24

MH16

MH12 MH11

MHF12

MHF13

MHF3

MHF4

MHF5

MHF10

MHF9

MHF11

MHF8

MHF2

MHF1

MH25

MH1

MH2MH3

MH4

MH26

MH6

MH5

MH7

c 36.433

i 35.653

c 36.356000

i 35.686000

c 37.257000

i 35.907000

c 38.203

i 28.3

c 39.411

i 37.594

c 39.13

i 36.886

c 38.987

i 36.753

c 38.207

i 35.448

c 38.972

i 37.512

c 38.987

i 37.704

c 38.03

i 36.3

c 37.69

i 36.18

c 37.66

i 35.85

c 37.9

i 35.63

c 38

.25

i 35

.48

c 38.38

i 35.17

c 38.5

i 35.41

c 38.18

i 35.79

c 38.17

i 36.16

c 38.43

i 36.79

c 38.08

i 36.45

c 38.23

i 35.37

c 38.14

i 35.3

c 37.8

i 35.18

c 37.65

i 34.88

c 38.03

i 34.8

c 38.01

i 34.71c 38.19

i 34.59

c 38.26

i 35.06

c 38.22

i 35.07

c 35.53

i 34.09

c 35.2

i 33.82

c 34.85

i 33.62

c 38.31

i 35.17

c 38.38

i 34.47

c 38.48

i 34.71

c 37.74

i 34.41

ST

Notes:

EXACT LOCATIONS OF ALL APPARATUSTO BE DETERMINED ON SITE.

LEGEND(Representative of most common features)

Private Sewer Transfer

Inspection Chamber

Lateral Drain

C R A D D Y S



Appendix C: Existing Drainage Areas

38.71

37.76

37.21

BP

ET

TM

TM

TM

TM

TM

SL

TM

TM

TM

SL

SL

SL

SL

SL

CS

CS

CYS

ET

ET

ET

BP

STN1

STN3

STN4

37.5

6

37.6737.79

37.88

37.97

38.00

38.03

38.09

37.6

1

GY

LP

37.55

37.55

37.52

37.44

37.49

37.58

37.4537.44

37.46

37.75

37.87

37.93

38.06

37.56 37.50

EL46.32

37.46

37.50

37.5237.55

RL42.34

EL41.00

EL41.08

RL42.46

RL50.0

4

EL46.28

38.1

738.1

4

BOL

RL49.23

EL43.3

7

EL43.3

9E

L43.5

1

EL43.4

9

RL46.4

3

RL46.4

3

RL46.3

9

RL46.2

6

Top of wall40.55

Top of wall40.53EP RL41.32

DP

EL40.87EL41.02

EL44.

39

EL44.

10

EL4

4.43

RL4

7.39

RL4

4.31

RL47.19

Roof44.52

FH

37.8

337.8

6

37.88

37.8

8

37.9

2

37.9

3

GY

37.7

4

37.7

6

37.7

9

37.7

9

37.8

1

37.8

2

37.8

3

ST

STTP

BT

CATV

37.9

137.8

6

ST

ST

ST

37.9

838.0

438.0

2

BOL

BOL

CATV

ST

ST

ST

ST

CATV

BOL

BT

38.0

137.9

738.0

5

38.1

0

38.1

2

38.1

5

38.1

7

38.2

138.1

9

38.2

8

38.2

6BOL

SP

BOL

BOLBOL

BOL

BOL

BOL

SP

ST

ST

STST

ST

IC IC

SP

BOL

BOL

BOL

BOL

GV

ST

37.9

5

38.0

1

MHCL38.04

38.0

638.0

4

38.0

938.1

0

38.1

9

GY

CATV

ST

ST

CATV

MK

CATVBT

TP

DN

LP

ST

38.0

5

38.0

1

38.0

237.9

8

37.9

6

GY

GY

38.2

5

38.22

38.2

2

38.3

438.2

7

38.2

2

38.1

3

38.1

1

38.0

5

38.0

4

38.0

137.9

837.9

837.9

737.8

937.8

337.7

8

GY

38.3

038.3

9

ICCL38.34

BOL

ST

SP

DN

SP

38.4

4

38.4

7

38.4

0

38.3

5

38.3

1

38.2

438.2

1

38.2

0

38.2

138.1

9

38.2

1

LP

ST

ICCL38.14

BT

BOL

BOL

BOL

BOL

BOL

BOL

BOL

BOL

IC

IC

CL38.19

CL38.20

SP

37.9

137.9

2

37.9

5

37.9

9

38.0

2

ST

SV

MHCL38.08

GY

38.0

9

38.1

3

38.2

0

MHCL38.25

38.3

338.3

1

38.2

7

38.2

338.2

1

38.1

4

38.0

8

38.0

638.0

338.0

237.9

53

7.9

137.8

83

7.8

33

7.8

0

38.0

337.9

7

38.3

238.1

6

38.1

9

38.2

3

38.2

0

38.1

338.1

1

37.8

937.9

2

37

.98

38.0

238.0

3

38.0

6

38.1

5

38.2

1

38.3

0

EL44.43

RL47.06

38.4

6

ST

Elec

38.3

838.3

2

38.2

938.2

5

38.1

9

RL46.7

4

EL43.8

1

GY

37.9

6

37.9

5

37.9

6

37.9

2

38.0

0

38.0

5

38.0

5

38.2

638.2

6

38.2

7

38.2

8

38.3

3

38.3

4

38.4

8

38.73

38.55

38.54

37.74

37.67

37.62

37.71

37.67

37.69

37.66

37.7

7

37.96

37.9

1

37.7

0

37.6

6

37.4

9

38.27

37.62

37.63

37.8337.77

38.01

38.07

MHCL38.14

38.14

38.0

8

38.1

4

MHCL38.18

IL36.58

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

GG

GG

GG

GG

GG

GG

GG

GG

GG

G

G

G

G

G

Fro

m R

ecord

s

Fro

m R

ecord

s

G

G

G

G

G

G

G

G

(not d

ete

cte

d)

(not d

ete

cte

d)

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

EE

EE

EE

EE

E

E

E

E

E

EE

E

E

E

EE

E

E

E

EE

E

E

E

E

E

E

E

d0.4

md0.4

m

d0.4

m

d0.6

m

d0.2

m

d0.6

m

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

d0.3

m

d0.3

m

EE

EE

EE

EE

EE

EE

E

E

E

E

Filled

Tactile

BW

(1.0

m)

Bric

k W

all(1

.0m

)

BW

(1.0

m)

BW

(0.5

m)

BW

(1.0

m)

Bric

k W

all(0

.5m

)

Bric

k W

all(0

.5m

)

Asphalt

Bric

k W

all(1

.0m

)/SR

(0.5

m)

Bus S

helte

r

Tactile

Asphalt

Asphalt

Asphalt

Asphalt

Asphalt

Asphalt

SR

Asphalt

Dro

p K

erb

Dro

p K

erb

Asphalt

Dro

p K

erb

Pic

ket F

ence

Asphalt

Asphalt

Grass

Wellfare Cabin

ContainerTactile

Brick Wall(0.5m

)

BW

(1.3

m)

BW

(0.4

m)

TactileDK

Cobbles

Asphalt

Asphalt

Brick Wall(1.2m)

Concrete

Brick Wall(0.5m)/SR(0.5m)

Dro

p K

erb

BW

(1.0

m)

Brick Wall (1.8m)

Blocked

IL36.85

IL37.04

IL35.28

IL35.69

IL35.46

Flooded

ElecBox

SWS

SWS

300mm

150m

m

Back d

rop

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

300m

m

300m

m

SWS 150m

m

SW

S

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

d0..6

m

d0..6

m

D0.7

m

d0.4

m

d0.6

md0.6

m

d0.4

m

d0.7

m

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

WW

WW

W

WW

W

WW

WW

WW

W

WW

WW

WW

W

WW

W

W

W

W

W

W

W

W

W

W

W

W

W

Fro

m R

ecord

s

Fro

m R

ecord

s

WW

WW

WW

WW

WW

WW

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

WW

WW

W

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS150mm

225mm

225m

m

225m

m

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

300mm

225m

m

FS

FS

225m

m

FS

FS

150mm

60m

m60m

m

SR(1m)

Sw.01

CL 37.500 (Approx.)

IL 36.260

Silt Trap

Sw.02

CL 37.600 (Approx.)

IL 35.935

Silt Trap

Sw.04

CL 38.050 (Approx.)

IL 35.720

Silt Trap

Sw.07

CL 38.300 (Approx.)

IL 35.430

Hydrobrake

Sw.08

CL 37.420 (Approx.)

IL 35.415

Drainage channel to be Birco

100 by Marshalls or similar

approved with in built falls.

Birco 150 drainage channel with

constant falls and sump unit by

Marshalls. 6mm Heelsure grating

- class to be a minimum D400.





ACO Qmax 150 drain

channel with Q-guard

ductile iron edge rail

Geocellular storage module attenuation tank,

Versa-Void by ESS or similar approved. Attenuation

size to be confirmed at tender stage.

Surface water connection to the existing surface

water drain subject to a Section 106 application.

Invert level of existing pipe to be confirmed to

Craddys prior to any drainage works.Existing pipe to be

jetted and cleaned

Class 1 by-pass interceptor,

Klargester NSBE010 or equivalent

approved. Complete with alarm

system and vent, locations to be

agreed with Architect. Invert levels

fall 100mm between inlet and outlet

points. Alarm to sound in managers

office; refer to M & E Engineer

drawings.

All existing public foul and storm

sewers within the site boundary

to be CCTV surveyed prior to the

start of works.

SRE.01

IL 36.900

RE.02

IL 36.900

Sw.03

CL 38.050 (Approx.)

IL 37.315

Silt Trap

Sw.05

CL 38.000 (Approx.)

IL 36.540

Sw.06

CL 37.900 (Approx.)

IL 36.164

Silt Trap

X X X X X X X X X X X X X X

X

X X X X X XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

X X X X X X X X X X X X X

XX

XX

XX

XX

XX

XX

XX

X

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

X XX

X X X X X X X X X

XX

XX

XX

X

XX

X

XXXXXX

XX

XX

X


XX

XX

XX

XX

XX

XX

XX

XX

XX

X

XX

XX

XX

XX

XX

XX

X

X X X X

XX

XX

XX

X

XX

Non-return valve

Hydro international hydrobrake.

Hydrobrake quotation to be

confirmed.

The proposed maximum discharge

rate to be restricted to 5.7 l/s,

subject to Welsh Water approval.

X X X

SRE.02

IL 37.500

FRE.01

IL 37.465

FRE.02

IL 37.700

Fw.01

CL 38.050 (Approx.)

IL 36.950

Fw.02

CL 38.300 (Approx.)

IL 36.645

Rodding eye

mounted in wall

Birco 150 by Marshalls

with class D400 grating

and constant fall

Fw.03 - Pump Station

CL 38.500 (Approx.)

IL 36.600

Proposed twin pump with 50mm Vortex with passage, and

no grinder. Alarm panel to be installed in the managers

office. Pump specification to be confirmed at tender stage

Existing Foul Manhole

CL 38.590

IL 37.300 (TBC)

Existing Storm Manhole

CL 37.670

IL 35.870


CL 38.200

IL 35.280

Condition of existing chamber to be

confirmed. New brake chamber

required is existing unsuitable to be

adapted to brake chanber

CONTRACTOR TO BE AWARE OF EXISTING GAS MAIN WITHIN WAUN DDYFAL.

THOROUGH INVESTIGATIVE WORK TO BE COMPLETED TO LOCATED THE

EXACT LOCATION OF THE GAS MAIN PRIOR TO ANY DRAINAGE WORKS.

LOCATION OF GAS MAIN TO BE CONFIRMED TO CRADDYS.

Proposed Approximate Aldi site boundary

Proposed attenuation tank

Proposed Type 2 PCC circular manhole

Proposed rodding eye

Existing inspection chamber/ manhole

Proposed drainage channel

Proposed private foul drain

Proposed private storm drain

KEY:

Existing public storm sewer

XXX Existing drainage to be made

redundant and grubbed up

Proposed private gully

Proposed foul pump station

Existing private storm sewer

Existing public foul sewer

Existing private foul sewer

Proposed private foul rising main

REVDRG SIZE

A1

DRAWING NUMBER

CHECKEDSCALE DRAWN APPROVED

STATUS

PROJECT TITLE

DRAWING TITLE

CLIENT

THIS DRAWING IS THE COPYRIGHT OF CRADDY PITCHERS LTD AND MUST

NOT BE COPIED, REPRODUCED OR SUBMITTED TO OTHER PARTIES

WITHOUT THEIR PERMISSION.

IF YOU HAVE A QUERY CALL US

AT A1

SCALING FROM THIS DRAWING OR OBTAINING DIMENSIONS ELECTRONICALLY MAY

NOT PROVIDE ACCURATE INFORMATION AND SHOULD BE AVOIDED. WORK ONLY

FROM FIGURED DIMENSIONS.

C R A D D Y S

REVISION DETAILSREV DATEBY

63 MACRAE ROAD, EDEN OFFICE PARK, HAM GREEN

BRISTOL, BS20 0DD

TEL : 01275 371 333

email : [email protected] www.craddys.co.uk

ALDI STORE

CAERPHILLY ROAD

CARDIFF

DRAINAGE LAYOUT

ALDI STORES LTD

APPROVAL

1:200 WAH RSH RAG

9788-0050 A

GENERAL NOTES

DRAWINGS AND SPECIFICATIONS: This drawing is to be read in

conjunction with all relevant Architects, Engineers and Specialists drawings

together with the specification.

PRIVATE DRAINAGE: All private drainage works shall be in accordance

with Building Regulations Document Part H.

DRAINAGE SPURS. Refer to the architect's drawings for above ground

drainage and setting out positions of svps and rwp downpipes.

LAYING DRAINAGE. It is recommended that all sewers be laid starting from

the downstream connection to the existing sewer and working upstream to

the new development.

DRAINAGE PIPE SIZES: All foul drainage pipes to be 100mm diameter

unless stated. All storm pipes to be 150mm unless stated.

DRAINAGE LAYOUT: The drainage layout is to be reviewed in conjunction

with the Aldi Caerphilly Road Cardiff Drainage Strategy Craddys document

9788-01. Details of layout in abeyance subject to alterations following

confirmation of proposed levels.

MANHOLE COVER LEVELS: All manhole cover levels to be adjusted to suit

the Architects proposed levels. If the cover levels proposed in the drainage

schedules varies by more than 100mm, Contractor to notify Craddys.

C D M : SIGNIFICANT HAZARDS

THE FOLLOWING HEALTH AND SAFETY HAZARDS ARE IDENTIFIED BY THE DESIGNER

AS ABNORMAL IN PURSUANCE OF THE CURRENT CONSTRUCTION DESIGN AND

MANAGEMENT REGULATIONS.

RISKS DURING CONSTRUCTION:

OPERATION / MAINTENANCE RISKS:

RISKS DURING DEMOLITION / DECOMMISSIONING / DISMANTLING / ALTERATIONS:

No abnormal risks have been identified relating to this design element.

IT IS ASSUMED THAT ALL WORKS WILL BE CARRIED OUT BY COMPETENT &

ADEQUATELY RESOURCED CONTRACTOR(S) WORKING TO SAFE SYSTEMS OF WORK.

A 1ST ISSUE 24.05.17WAH

DEEP EXCAVATIONS - Deep excavations should have adequate propping and shoring to

ensure stability. Personnel working in excavations should be sufficiently protected from

falling objects.

EXISTING SERVICES - Further to any existing services information available, contractor to

undertake further surveys/scans to locate any existing services prior to excavations. Refer

to Berry Geomatics topo survey, drawing number 02/17, for reference.

LIVE FOUL WATER SEWERS: The existing foul water pipes may serve other commercial

properties upstream of the existing site.

LIVE SURFACE WATER SEWERS: The existing surface water pipes serve the area

upstream of the existing site. Contractor to be made aware of the sewers being live prior to

construction.

MANHOLES/GULLIES/SILT TRAPS: Inspect manholes & silt traps for build up of silt and

general debris (once a year, preferably in the spring after leaf fall in the autumn). If

silt/debris is building up then clean with jetting lorry / gully sucker & inspect pipe.

INTERCEPTOR: Refer to manufacturers recommendations.

HYDROBRAKE: Refer to manufacturers recommendations.

PUMP STATION: Refer to manufacturer's recommendations.

C R A D D Y S



Appendix D: Proposed Drainage Areas

38.71

37.76

37.21

BP

ET

TM

TM

TM

TM

TM

SL

TM

TM

TM

SL

SL

SL

SL

SL

CS

CS

CYS

ET

ET

ET

BP

STN1

STN3

STN4

37.5

6

37.67

37.79

37.88

37.97

38.00

38.03

38.09

37.6

1

GY

LP

37.55

37.55

37.6

7

37.52

37.5037.44

37.49

37.58

37.4737.45

37.44

37.46

37.75

37.87

37.93

38.06

37.54 37.56 37.50

EL46.32

37.46

37.50

37.5237.55

RL42.34

EL41.00

EL41.08

RL42.46

RL50.0

4

EL46.28

38.1

738.1

4

BOL

RL49.23

EL43.3

7

EL43.3

9E

L43.5

1

EL43.4

9

RL46.4

3

RL46.4

3

RL46.3

9

RL46.2

6

Top of wall40.55


DP

EL40.87EL41.02

EL44.

39

EL44.

10

EL44.

43

RL4

7.39

RL4

4.31

RL47.19

Roof44.52

FH

37.8

337.8

6

37.88

37.8

8

37.9

2

37.9

3

GY

37.7

4

37.7

6

37.7

9

37.7

9

37.8

1

37.8

2

37.8

3

ST

STTP

BT

CATV

37.9

137.8

6

ST

ST

ST

37.9

838.0

438.0

2

BOL

BOL

CATV

ST

ST

ST

ST

CATV

BOL

BT

38.0

137.9

738.0

5

38.1

0

38.1

2

38.1

5

38.1

7

38.2

138.1

9

38.2

8

38.2

6BOL

SP

BOL

BOLBOL

BOL

BOL

BOL

SP

ST

ST

STST

ST

IC IC

SP

BOL

BOL

BOL

BOL

GV

ST

37.9

5

38.0

1

MHCL38.04

38.0

638.0

4

38.0

938.1

0

38.1

9

GY

CATV

ST

ST

CATV

MK

CATVBT

TP

DN

LP

ST

38.0

5

38.0

1

38.0

237.9

8

37.9

6

GY

GY

38.2

5

38.22

38.2

2

38.3

438.2

7

38.2

2

38.1

3

38.1

1

38.0

5

38.0

4

38.0

137.9

837.9

837.9

737.8

937.8

337.7

8

GY

38.3

038.3

9

ICCL38.34

BOL

ST

SP

DN

SP

38.4

4

38.4

7

38.4

0

38.3

5

38.3

1

38.2

438.2

1

38.2

0

38.2

138.1

9

38.2

1

LP

ST

ICCL38.14

BT

BOL

BOL

BOL

BOL

BOL

BOL

BOL

BOL

IC

IC

CL38.19

CL38.20

SP

37.9

137.9

2

37.9

5

37.9

9

38.0

2

ST

SV

MHCL38.08

GY

38.0

9

38.1

3

38.2

0

MHCL38.25

38.3

338.3

1

38.2

7

38.2

338.2

1

38.1

4

38.0

8

38.0

638.0

338.0

237.9

53

7.9

137.8

83

7.8

33

7.8

0

38.0

337.9

7

38.3

238.1

6

38.1

9

38.2

338.1

338.1

1

37.8

937.9

2

37

.98

38.0

238.0

3

38.0

6

38.1

5

38.2

1

38.3

0

EL44.43RL47.06

38.4

6

ST

Elec

38.3

838.3

2

38.2

938.2

5

38.1

9

RL46.7

4

EL43.8

1

GY

37.9

6

37.9

5

37.9

6

37.9

2

38.0

0

38.0

5

38.0

5

38.2

638.2

6

38.2

7

38.2

8

38.3

3

38.3

4

38.4

8

38.73

38.55

38.54

37.74

37.67

37.62

37.77

37.74

37.71

37.67

37.69

37.66

37.7

7

37.96

37.9

1

37.7

0

37.6

6

37.4

9

38.1838.16

38.06

38.27

RL42.87

EL41.30

37.62

37.63

37.8337.77

38.01

38.07

MHCL38.14

38.14

38.0

8

38.1

4

38.1

8

37.57

MHCL37.70

MHCL38.18

IL36.58

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

GG

GG

GG

GG

GG

GG

GG

GG

GG

G

G

G

G

G

Fro

m R

ecord

s

Fro

m R

ecord

s

G

G

G

G

G

G

G

G

(not d

ete

cte

d)

(not d

ete

cte

d)

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

EE

EE

EE

EE

E

E

E

E

E

EE

E

E

E

EE

E

E

E

EE

E

E

E

E

E

E

E

d0.4

md0.4

m

d0.4

m

d0.6

m

d0.2

m

d0.6

m

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

d0.3

m

d0.3

m

EE

EE

EE

EE

EE

EE

E

E

E

E

Filled

Tactile

BW

(1.0

m)

Bric

k W

all(1

.0m

)

BW

(1.0

m)

BW

(0.5

m)

Bric

k W

all(0

.5m

)

Bric

k W

all(0

.5m

)

Asphalt

Bric

k W

all(1

.0m

)/SR

(0.5

m)

Bus S

helte

r

Tactile

Asphalt

Asphalt

Asphalt

Asphalt

Asphalt

Asphalt

SR

Asphalt

Dro

p K

erb

Dro

p K

erb

Asphalt

Dro

p K

erb

Pic

ket F

ence

Dro

p K

erb

Asphalt

Tank

Hoarding

Asphalt

Asphalt

Grass

Brick RW

Wellfare Cabin

Container

ContainerTactile

Scrap Material

Asphalt

Brick Wall(0.5m

)

Brick RW(1.0m)

BW

(1.3

m)

BW

(0.4

m)

TactileDK

Cobbles

Asphalt

Asphalt

Brick Wall(1.2m)

Concrete


Dro

p K

erb

Brick Wall (1.8m)

Blocked

IL36.85

IL37.04

IL35.28

IL35.69

IL35.46

Flooded

ElecBox

SWS

SWS

300mm

150m

m

Back d

rop

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

300m

m

300m

m

SWS 150m

m

SW

S

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

d0..6

m

d0..6

m

D0.7

m

d0.4

m

d0.6

md0.6

m

d0.4

m

d0.7

m

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

WW

WW

W

WW

W

WW

WW

WW

W

WW

WW

WW

W

WW

W

W

W

W

W

W

W

W

W

W

W

W

W

Fro

m R

ecord

s

Fro

m R

ecord

s

WW

WW

WW

WW

WW

WW

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

WW

WW

W

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS150mm

225mm

225m

m

225m

m

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

300mm

225m

m

FS

FS

225m

m

FS

FS

150mm

60m

m60m

m

SR(1m)

KEY

Site Boundary

Hard Standing Area

Soft Landscaping Area

REVDRG SIZE

A1

DRAWING NUMBER


STATUS

PROJECT TITLE

DRAWING TITLE

CLIENT





AT A1




C R A D D Y S



BRISTOL, BS20 0DD

TEL : 01275 371 333


ALDI STORE

CAERPHILLY ROAD

CARDIFF

PROPOSED DRAINAGE AREAS

ALDI STORES LTD

INFORMATION

1:200 WAH RSH RAG

9788sk0002 A

GENERAL NOTES
















A 1ST ISSUE 23.05.17RSH

C R A D D Y S



Appendix E: Proposed Drainage Layout

38.71

37.76

37.21

BP

ET

TM

TM

TM

TM

TM

SL

TM

TM

TM

SL

SL

SL

SL

SL

CS

CS

CYS

ET

ET

ET

BP

STN1

STN3

STN4

37.5

6

37.6737.79

37.88

37.97

38.00

38.03

38.09

37.6

1

GY

LP

37.55

37.55

37.52

37.44

37.49

37.58

37.4537.44

37.46

37.75

37.87

37.93

38.06

37.56 37.50

EL46.32

37.46

37.50

37.5237.55

RL42.34

EL41.00

EL41.08

RL42.46

RL50.0

4

EL46.28

38.1

738.1

4

BOL

RL49.23

EL43.3

7

EL43.3

9E

L43.5

1

EL43.4

9

RL46.4

3

RL46.4

3

RL46.3

9

RL46.2

6

Top of wall40.55


DP

EL40.87EL41.02

EL44.

39

EL44.

10

EL4

4.43

RL4

7.39

RL4

4.31

RL47.19

Roof44.52

FH

37.8

337.8

6

37.88

37.8

8

37.9

2

37.9

3

GY

37.7

4

37.7

6

37.7

9

37.7

9

37.8

1

37.8

2

37.8

3

ST

STTP

BT

CATV

37.9

137.8

6

ST

ST

ST

37.9

838.0

438.0

2

BOL

BOL

CATV

ST

ST

ST

ST

CATV

BOL

BT

38.0

137.9

738.0

5

38.1

0

38.1

2

38.1

5

38.1

7

38.2

138.1

9

38.2

8

38.2

6BOL

SP

BOL

BOLBOL

BOL

BOL

BOL

SP

ST

ST

STST

ST

IC IC

SP

BOL

BOL

BOL

BOL

GV

ST

37.9

5

38.0

1

MHCL38.04

38.0

638.0

4

38.0

938.1

0

38.1

9

GY

CATV

ST

ST

CATV

MK

CATVBT

TP

DN

LP

ST

38.0

5

38.0

1

38.0

237.9

8

37.9

6

GY

GY

38.2

5

38.22

38.2

2

38.3

438.2

7

38.2

2

38.1

3

38.1

1

38.0

5

38.0

4

38.0

137.9

837.9

837.9

737.8

937.8

337.7

8

GY

38.3

038.3

9

ICCL38.34

BOL

ST

SP

DN

SP

38.4

4

38.4

7

38.4

0

38.3

5

38.3

1

38.2

438.2

1

38.2

0

38.2

138.1

9

38.2

1

LP

ST

ICCL38.14

BT

BOL

BOL

BOL

BOL

BOL

BOL

BOL

BOL

IC

IC

CL38.19

CL38.20

SP

37.9

137.9

2

37.9

5

37.9

9

38.0

2

ST

SV

MHCL38.08

GY

38.0

9

38.1

3

38.2

0

MHCL38.25

38.3

338.3

1

38.2

7

38.2

338.2

1

38.1

4

38.0

8

38.0

638.0

338.0

237.9

53

7.9

137.8

83

7.8

33

7.8

0

38.0

337.9

7

38.3

238.1

6

38.1

9

38.2

3

38.2

0

38.1

338.1

1

37.8

937.9

2

37

.98

38.0

238.0

3

38.0

6

38.1

5

38.2

1

38.3

0

EL44.43

RL47.06

38.4

6

ST

Elec

38.3

838.3

2

38.2

938.2

5

38.1

9

RL46.7

4

EL43.8

1

GY

37.9

6

37.9

5

37.9

6

37.9

2

38.0

0

38.0

5

38.0

5

38.2

638.2

6

38.2

7

38.2

8

38.3

3

38.3

4

38.4

8

38.73

38.55

38.54

37.74

37.67

37.62

37.71

37.67

37.69

37.66

37.7

7

37.96

37.9

1

37.7

0

37.6

6

37.4

9

38.27

37.62

37.63

37.8337.77

38.01

38.07

MHCL38.14

38.14

38.0

8

38.1

4

MHCL38.18

IL36.58

Fro

m R

ecord

s

Fro

m R

ecord

s

(not d

ete

cte

d)

(not d

ete

cte

d)

d0.4

md0.4

m

d0.4

m

d0.6

m

d0.2

m

d0.6

m

d0.3

m

d0.3

m

Filled

Tactile

BW

(1.0

m)

Bric

k W

all(1

.0m

)

BW

(1.0

m)

BW

(0.5

m)

BW

(1.0

m)

Bric

k W

all(0

.5m

)

Bric

k W

all(0

.5m

)

Asphalt

Bric

k W

all(1

.0m

)/SR

(0.5

m)

Bus S

helte

r

Tactile

Asphalt

Asphalt

Asphalt

Asphalt

Asphalt

Asphalt

SR

Asphalt

Dro

p K

erb

Dro

p K

erb

Asphalt

Dro

p K

erb

Pic

ket F

ence

Asphalt

Asphalt

Grass

Wellfare Cabin

ContainerTactile

Brick Wall(0.5m

)

BW

(1.3

m)

BW

(0.4

m)

TactileDK

Cobbles

Asphalt

Asphalt

Brick Wall(1.2m)

Concrete


Dro

p K

erb

BW

(1.0

m)

Brick Wall (1.8m)

Blocked

IL36.85

IL37.04

IL35.28

IL35.69

IL35.46

Flooded

ElecBox

300mm

150m

m

Back d

rop

300m

m

300m

m

150mm

d0..6

m

d0..6

m

D0.7

m

d0.4

m

d0.6

md0.6

m

d0.4

m

d0.7

m

Fro

m R

ecord

s

Fro

m R

ecord

s

150mm

225mm

225m

m

225m

m

300mm

225m

m

225m

m

150mm

60m

m60m

m

SR(1m)

Sw.01

CL 37.500 (Approx.)

IL 36.260

Silt Trap

Sw.02

CL 37.600 (Approx.)

IL 35.935

Silt Trap

Sw.04

CL 38.050 (Approx.)

IL 35.720

Silt Trap

Sw.07

CL 38.300 (Approx.)

IL 35.430

Hydrobrake

Sw.08

CL 37.420 (Approx.)

IL 35.415

Drainage channel to be Birco

100 by Marshalls or similar

approved with in built falls.









Bioretention tree pits

Geocellular storage module attenuation tank,

Versa-Void by ESS or similar approved. Attenuation

size to be confirmed at tender stage.

Surface water connection to the existing surface

water drain subject to a Section 106 application.

Invert level of existing pipe to be confirmed to

Craddys prior to any drainage works.

Existing pipe to be

jetted and cleaned

Class 1 by-pass interceptor,

Klargester NSBE010 or equivalent

approved. Complete with alarm

system and vent, locations to be

agreed with Architect. Invert levels

fall 100mm between inlet and outlet

points. Alarm to sound in managers

office; refer to M & E Engineer

drawings.All existing public foul and storm

sewers within the site boundary

to be CCTV surveyed prior to the

start of works.

SRE.01

IL 36.900

RE.02

IL 36.900

Sw.03

CL 38.050 (Approx.)

IL 37.315

Silt Trap

Sw.05

CL 38.000 (Approx.)

IL 36.540

Sw.06

CL 37.900 (Approx.)

IL 36.164

Silt Trap


X

X X X X X XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

X X X X X X X X X X X X X

XX

XX

XX

XX

XX

XX

XX

X

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

XX

X XX

X X X X X X X X X

XX

XX

XX

X

XX

X

XXXXXX

XX

XX

X


XX

XX

XX

XX

XX

XX

XX

XX

XX

X

XX

XX

XX

XX

XX

XX

X

X X X X

XX

XX

XX

X

XX

Non-return valve

Hydro international hydrobrake.

Hydrobrake quotation to be

confirmed.

The proposed maximum discharge

rate to be restricted to 5.7 l/s,

subject to Welsh Water approval.

X X X

SRE.02

IL 37.500

FRE.01

IL 37.465

FRE.02

IL 37.700

Fw.01

CL 38.050 (Approx.)

IL 36.950

Fw.02

CL 38.300 (Approx.)

IL 36.645

Rodding eye

mounted in wall

Birco 150 by Marshalls

with class D400 grating

and constant fall

Fw.03 - Pump Station

CL 38.500 (Approx.)

IL 36.600

Proposed twin pump with 50mm Vortex with passage, and

no grinder. Alarm panel to be installed in the managers

office. Pump specification to be confirmed at tender stage

Existing Foul Manhole

CL 38.590

IL 37.300 (TBC)


CL 37.670

IL 35.870


CL 38.200

IL 35.280

Condition of existing chamber to be

confirmed. New brake chamber

required is existing unsuitable to be

adapted to brake chanber

CONTRACTOR TO BE AWARE OF EXISTING ELECTRIC SUB STATION

IN THIS LOCATION WHICH IS TO BE RETAINED. THOROUGH

INVESTIGATIVE WORK TO BE COMPLETED TO DETERMINE THE

EXACT LOCATION OF ELECTRIC CABLES PRIOR TO ANY DRAINAGE

WORKS. LOCATION OF CABLES TO BE CONFIRMED TO CRADDYS.

CONTRACTOR TO BE AWARE OF EXISTING GAS MAIN WITHIN WAUN DDYFAL.

THOROUGH INVESTIGATIVE WORK TO BE COMPLETED TO DETERMINE THE

EXACT LOCATION OF THE GAS MAIN PRIOR TO ANY DRAINAGE WORKS.

LOCATION OF GAS MAIN TO BE CONFIRMED TO CRADDYS.

Proposed Approximate Aldi site boundary

Proposed attenuation tank

Proposed Type 2 PCC circular manhole

Proposed rodding eye

Existing inspection chamber / manhole

Proposed drainage channel

Proposed private foul drain

Proposed private storm drain

KEY:

Existing public storm sewer

XXX Existing drainage to be made

redundant and grubbed up

Proposed private gully

Proposed foul pump station

Existing private storm sewer

Existing public foul sewer

Existing private foul sewer

Proposed private foul rising main

REVDRG SIZE

A1

DRAWING NUMBER


STATUS

PROJECT TITLE

DRAWING TITLE

CLIENT





AT A1




C R A D D Y S



BRISTOL, BS20 0DD

TEL : 01275 371 333


ALDI STORE

CAERPHILLY ROAD

CARDIFF

DRAINAGE LAYOUT

ALDI STORES LTD

INFORMATION

1:200 WAH RSH RAG

9788-0050 A

GENERAL NOTES




PRIVATE DRAINAGE: All private drainage works shall be in accordance

with Building Regulations Document Part H.

DRAINAGE SPURS. Refer to the architect's drawings for above ground

drainage and setting out positions of svps and rwp downpipes.

LAYING DRAINAGE. It is recommended that all sewers be laid starting from

the downstream connection to the existing sewer and working upstream to

the new development.

DRAINAGE PIPE SIZES: All foul drainage pipes to be 100mm diameter

unless stated. All storm pipes to be 150mm unless stated.

DRAINAGE LAYOUT: The drainage layout is to be reviewed in conjunction

with the Aldi Caerphilly Road Cardiff Drainage Strategy Craddys document

9788-01. Details of layout in abeyance subject to alterations following

confirmation of proposed levels.

MANHOLE COVER LEVELS: All manhole cover levels to be adjusted to suit

the Architects proposed levels. If the cover levels proposed in the drainage

schedules varies by more than 100mm, Contractor to notify Craddys.












DEEP EXCAVATIONS - Deep excavations should have adequate propping and shoring to

ensure stability. Personnel working in excavations should be sufficiently protected from

falling objects.

EXISTING SERVICES - Further to any existing services information available, contractor to

undertake further surveys/scans to locate any existing services prior to excavations. Refer

to Berry Geomatics topo survey, drawing number 02/17, for reference.

LIVE FOUL WATER SEWERS: The existing foul water pipes may serve other commercial

properties upstream of the existing site.

LIVE SURFACE WATER SEWERS: The existing surface water pipes serve the area

upstream of the existing site. Contractor to be made aware of the sewers being live prior to

construction.

MANHOLES/GULLIES/SILT TRAPS: Inspect manholes & silt traps for build up of silt and

general debris (once a year, preferably in the spring after leaf fall in the autumn). If

silt/debris is building up then clean with jetting lorry / gully sucker & inspect pipe.

INTERCEPTOR: Refer to manufacturers recommendations.

HYDROBRAKE: Refer to manufacturers recommendations.

PUMP STATION: Refer to manufacturer's recommendations.

C R A D D Y S



Appendix F: Existing Greenfield Run Off Rate

Craddy Pitchers Limited Page 1Eden Lodge StudiosHam GreenBristol BS20 0ETDate 29/03/2017 14:54 Designed by haywardwFile Checked byCADS Source Control 2016.1

ICP SUDS Mean Annual Flood

©1982-2016 XP Solutions

Input

Return Period (years) 100 Soil 0.300Area (ha) 0.742 Urban 0.000SAAR (mm) 1226 Region Number Region 9

Results l/sQBAR Rural 2.6QBAR Urban 2.6

Q100 years 5.7

Q1 year 2.3Q30 years 4.6Q100 years 5.7

C R A D D Y S



Appendix G: Surface Water Overland Flow Routes

STN1

STN3

STN4

37.5

6

37.67

37.79

37.88

37.97

38.00

38.03

38.09

37.6

1

GY

LP

37.55

37.55

37.6

7

37.52

37.5037.44

37.49

37.58

37.4737.45

37.44

37.46

37.75

37.87

37.93

38.06

37.54 37.56 37.50

EL46.32

37.46

37.50

37.5237.55

RL42.34

EL41.00

EL41.08

RL42.46

RL50.0

4

EL46.28

38.1

738.1

4

BOL

RL49.23

EL43.3

7

EL43.3

9E

L43.5

1

EL43.4

9

RL46.4

3

RL46.4

3

RL46.3

9

RL46.2

6

Top of wall40.55


DP

EL40.87EL41.02

EL44.

39

EL44.

10

EL44.

43

RL4

7.39

RL4

4.31

RL47.19

Roof44.52

FH

37.8

337.8

6

37.88

37.8

8

37.9

2

37.9

3

GY

37.7

4

37.7

6

37.7

9

37.7

9

37.8

1

37.8

2

37.8

3

ST

STTP

BT

CATV

37.9

137.8

6

ST

ST

ST

37.9

838.0

438.0

2

BOL

BOL

CATV

ST

ST

ST

ST

CATV

BOL

BT

38.0

137.9

738.0

5

38.1

0

38.1

2

38.1

5

38.1

7

38.2

138.1

9

38.2

8

38.2

6BOL

SP

BOL

BOLBOL

BOL

BOL

BOL

SP

ST

ST

STST

ST

IC IC

SP

BOL

BOL

BOL

BOL

GV

ST

37.9

5

38.0

1

MHCL38.04

38.0

638.0

4

38.0

938.1

0

38.1

9

GY

CATV

ST

ST

CATV

MK

CATVBT

TP

DN

LP

ST

38.0

5

38.0

1

38.0

237.9

8

37.9

6

GY

GY

38.2

5

38.22

38.2

2

38.3

438.2

7

38.2

2

38.1

3

38.1

1

38.0

5

38.0

4

38.0

137.9

837.9

837.9

737.8

937.8

337.7

8

GY

38.3

038.3

9

ICCL38.34

BOL

ST

SP

DN

SP

38.4

4

38.4

7

38.4

0

38.3

5

38.3

1

38.2

438.2

1

38.2

0

38.2

138.1

9

38.2

1

LP

ST

ICCL38.14

BT

BOL

BOL

BOL

BOL

BOL

BOL

BOL

BOL

IC

IC

CL38.19

CL38.20

SP

37.9

137.9

2

37.9

5

37.9

9

38.0

2

ST

SV

MHCL38.08

GY

38.0

9

38.1

3

38.2

0

MHCL38.25

38.3

338.3

1

38.2

7

38.2

338.2

1

38.1

4

38.0

8

38.0

638.0

338.0

237.9

53

7.9

137.8

83

7.8

33

7.8

0

38.0

337.9

7

38.3

238.1

6

38.1

9

38.2

338.1

338.1

1

37.8

937.9

2

37

.98

38.0

238.0

3

38.0

6

38.1

5

38.2

1

38.3

0

EL44.43RL47.06

38.4

6

ST

Elec

38.3

838.3

2

38.2

938.2

5

38.1

9

RL46.7

4

EL43.8

1

GY

37.9

6

37.9

5

37.9

6

37.9

2

38.0

0

38.0

5

38.0

5

38.2

638.2

6

38.2

7

38.2

8

38.3

3

38.3

4

38.4

8

38.73

38.55

38.54

37.74

37.67

37.62

37.77

37.74

37.71

37.67

37.69

37.66

37.7

7

37.96

37.9

1

37.7

0

37.6

6

37.4

9

38.1838.16

38.06

38.27

RL42.87

EL41.30

37.62

37.63

37.8337.77

38.01

38.07

MHCL38.14

38.14

38.0

8

38.1

4

38.1

8

37.57

MHCL37.70

MHCL38.18

IL36.58

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

G

GG

GG

GG

GG

GG

GG

GG

GG

GG

G

G

G

G

G

Fro

m R

ecord

s

Fro

m R

ecord

s

G

G

G

G

G

G

G

G

(not d

ete

cte

d)

(not d

ete

cte

d)

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

EE

EE

EE

EE

E

E

E

E

E

EE

E

E

E

EE

E

E

E

EE

E

E

E

E

E

E

E

d0.4

md0.4

m

d0.4

m

d0.6

m

d0.2

m

d0.6

m

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

E

d0.3

m

d0.3

m

EE

EE

EE

EE

EE

EE

E

E

E

E

Filled

Tactile

BW

(1.0

m)

Bric

k W

all(1

.0m

)

BW

(1.0

m)

BW

(0.5

m)

Bric

k W

all(0

.5m

)

Bric

k W

all(0

.5m

)

Asphalt

Bric

k W

all(1

.0m

)/SR

(0.5

m)

Bus S

helte

r

Tactile

Asphalt

Asphalt

Asphalt

Asphalt

Asphalt

Asphalt

SR

Asphalt

Dro

p K

erb

Dro

p K

erb

Asphalt

Dro

p K

erb

Pic

ket F

ence

Dro

p K

erb

Asphalt

Tank

Hoarding

Asphalt

Asphalt

Grass

Brick RW

Wellfare Cabin

Container

ContainerTactile

Scrap Material

Asphalt

Brick Wall(0.5m

)

Brick RW(1.0m)

BW

(1.3

m)

BW

(0.4

m)

TactileDK

Cobbles

Asphalt

Asphalt

Brick Wall(1.2m)

Concrete


Dro

p K

erb

Brick Wall (1.8m)

Blocked

IL36.85

IL37.04

IL35.28

IL35.69

IL35.46

Flooded

ElecBox

SWS

SWS

300mm

150m

m

Back d

rop

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

SW

S

300m

m

300m

m

SWS 150m

m

SW

S

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

BT

d0..6

m

d0..6

m

D0.7

m

d0.4

m

d0.6

md0.6

m

d0.4

m

d0.7

m

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

WW

WW

W

WW

W

WW

WW

WW

W

WW

WW

WW

W

WW

W

W

W

W

W

W

W

W

W

W

W

W

W

Fro

m R

ecord

s

Fro

m R

ecord

s

WW

WW

WW

WW

WW

WW

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

WW

WW

W

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS150mm

225mm

225m

m

225m

m

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

FS

300mm

225m

m

FS

FS

225m

m

FS

FS

150mm

60m

m60m

m

SR(1m)

38.71

37.76

37.21

BP

ET

TM

TM

TM

TM

TM

SL

TM

TM

TM

SL

SL

SL

SL

SL

CS

CS

CYS

ET

ET

ET

BP

KEY

Site Boundary

Potential Surface

Water Flow Route

REVDRG SIZE

A1

DRAWING NUMBER


STATUS

PROJECT TITLE

DRAWING TITLE

CLIENT





AT A1




C R A D D Y S



BRISTOL, BS20 0DD

TEL : 01275 371 333


ALDI STORE

CAERPHILLY ROAD

CARDIFF

SURFACE WATER OVERLAND

FLOW ROUTE

ALDI STORES LTD

INFORMATION

1:200 WAH RSH RAG

9788sk0003 A

GENERAL NOTES

















C R A D D Y S



Appendix H: Microdrainage Calculations for Proposed Drainage System

Appendix H1: Microdrainage Proposed Stormwater Layout

Craddy Pitchers Davidson Page 1

Kensington Court

Woodwater Park Pynes Hill

Exeter EX2 5TY

Date 24/05/2017 16:33 Designed by haywardw

File 9788 Proposed Storm.MDX Checked by

Causeway Network 2016.1


C R A D D Y S



Appendix H2: Microdrainage Proposed Stormwater Design


Kensington Court


Exeter EX2 5TY




STORM SEWER DESIGN by the Modified Rational Method

Design Criteria for 9788 PROPOSED STORM.SWS


Pipe Sizes 9788 PROPOSED STORM Manhole Sizes 9788 PROPOSED STORM

FSR Rainfall Model - England and Wales

Return Period (years) 1 Add Flow / Climate Change (%) 10

M5-60 (mm) 19.000 Minimum Backdrop Height (m) 0.200

Ratio R 0.258 Maximum Backdrop Height (m) 0.000

Maximum Rainfall (mm/hr) 50 Min Design Depth for Optimisation (m) 1.200

Maximum Time of Concentration (mins) 30 Min Vel for Auto Design only (m/s) 0.75

Foul Sewage (l/s/ha) 0.000 Min Slope for Optimisation (1:X) 500

Volumetric Runoff Coeff. 0.750

Designed with Level Soffits

Network Design Table for 9788 PROPOSED STORM.SWS

PN Length

(m)

Fall

(m)

Slope

(1:X)

I.Area

(ha)

T.E.

(mins)

Base

Flow (l/s)

k

(mm)

HYD

SECT

DIA

(mm)

Section Type Auto

Design

1.000 21.163 0.141 150.0 0.016 4.00 0.0 0.600 o 150 Pipe/Conduit

1.001 25.727 0.172 149.6 0.000 0.00 0.0 0.600 o 150 Pipe/Conduit

1.002 12.498 0.050 250.0 0.084 0.00 0.0 0.600 o 300 Pipe/Conduit

1.003 4.156 0.017 250.0 0.047 0.00 0.0 0.600 o 300 Pipe/Conduit

1.004 12.846 0.051 250.0 0.027 0.00 0.0 0.600 o 300 Pipe/Conduit

1.005 4.047 0.016 250.0 0.017 0.00 0.0 0.600 o 300 Pipe/Conduit

1.006 10.927 0.044 250.0 0.065 0.00 0.0 0.600 o 300 Pipe/Conduit

1.007 3.482 0.014 250.0 0.031 0.00 0.0 0.600 o 300 Pipe/Conduit

1.008 5.882 0.024 250.0 0.080 0.00 0.0 0.600 o 300 Pipe/Conduit

2.000 10.921 0.696 15.7 0.015 4.00 0.0 0.600 o 150 Pipe/Conduit

2.001 11.700 0.747 15.7 0.032 0.00 0.0 0.600 o 150 Pipe/Conduit

Network Results Table

PN Rain

(mm/hr)

T.C.

(mins)

US/IL

(m)

Σ I.Area

(ha)

Σ Base

Flow (l/s)

Foul

(l/s)

Add Flow

(l/s)

Vel

(m/s)

Cap

(l/s)

Flow

(l/s)

1.000 43.56 4.43 36.400 0.016 0.0 0.0 0.2 0.82 14.5 2.1

1.001 41.85 4.95 36.259 0.016 0.0 0.0 0.2 0.82 14.5 2.1

1.002 41.21 5.16 35.937 0.100 0.0 0.0 1.1 0.99 70.0 12.3

1.003 41.00 5.23 35.887 0.147 0.0 0.0 1.6 0.99 70.0 18.0

1.004 40.37 5.45 35.870 0.174 0.0 0.0 1.9 0.99 70.0 20.9

1.005 40.18 5.52 35.819 0.191 0.0 0.0 2.1 0.99 70.0 22.9

1.006 39.67 5.70 35.803 0.256 0.0 0.0 2.8 0.99 70.0 30.3

1.007 39.51 5.76 35.759 0.287 0.0 0.0 3.1 0.99 70.0 33.8

1.008 39.24 5.86 35.745 0.367 0.0 0.0 3.9 0.99 70.0 42.9

2.000 44.83 4.07 37.315 0.015 0.0 0.0 0.2 2.56 45.2 2.0

2.001 44.56 4.15 36.619 0.047 0.0 0.0 0.6 2.56 45.2 6.2


Kensington Court


Exeter EX2 5TY




Network Design Table for 9788 PROPOSED STORM.SWS


PN Length

(m)

Fall

(m)

Slope

(1:X)

I.Area

(ha)

T.E.

(mins)

Base

Flow (l/s)

k

(mm)

HYD

SECT

DIA

(mm)

Section Type Auto

Design

1.009 3.335 0.033 100.0 0.000 0.00 0.0 0.600 o 300 Pipe/Conduit

1.010 14.833 0.259 57.3 0.013 0.00 0.0 0.600 o 300 Pipe/Conduit

3.000 35.924 0.359 100.1 0.000 4.00 0.0 0.600 o 225 Pipe/Conduit

3.001 37.681 0.377 100.0 0.208 0.00 0.0 0.600 o 225 Pipe/Conduit

3.002 33.281 0.708 47.0 0.000 0.00 0.0 0.600 o 225 Pipe/Conduit

3.003 16.682 0.026 642.0 0.000 0.00 0.0 0.600 o 300 Pipe/Conduit

1.011 2.422 0.024 100.9 0.000 0.00 0.0 0.600 o 300 Pipe/Conduit

Network Results Table

PN Rain

(mm/hr)

T.C.

(mins)

US/IL

(m)

Σ I.Area

(ha)

Σ Base

Flow (l/s)

Foul

(l/s)

Add Flow

(l/s)

Vel

(m/s)

Cap

(l/s)

Flow

(l/s)

1.009 39.15 5.90 35.722 0.414 0.0 0.0 4.4 1.57 111.1 48.3

1.010 38.84 6.02 35.688 0.427 0.0 0.0 4.5 2.08 147.1 49.4

3.000 43.47 4.46 36.900 0.000 0.0 0.0 0.0 1.31 52.0 0.0

3.001 41.90 4.94 36.541 0.208 0.0 0.0 2.4 1.31 52.0 26.0

3.002 41.02 5.23 36.164 0.208 0.0 0.0 2.4 1.91 76.1 26.0

3.003 39.73 5.68 35.456 0.208 0.0 0.0 2.4 0.61 43.3 26.0

1.011 38.77 6.04 35.430 0.635 0.0 0.0 6.7 1.57 110.6 73.3


Kensington Court


Exeter EX2 5TY




Manhole Schedules for 9788 PROPOSED STORM.SWS


MH

Name

MH

CL (m)

MH

Depth

(m)

MH

Connection

MH

Diam.,L*W

(mm)

PN

Pipe Out

Invert

Level (m)

Diameter

(mm)

PN

Pipes In

Invert

Level (m)

Diameter

(mm)

Channel.01 36.800 0.400 Open Manhole 1200 1.000 36.400 150

w.01 37.500 1.241 Open Manhole 1200 1.001 36.259 150 1.000 36.259 150

w.02 37.600 1.663 Open Manhole 1200 1.002 35.937 300 1.001 36.087 150

xa.02 37.700 1.813 Open Manhole 1200 1.003 35.887 300 1.002 35.887 300

xb.02 37.700 1.830 Open Manhole 1200 1.004 35.870 300 1.003 35.870 300

xc.02 37.850 2.031 Open Manhole 1200 1.005 35.819 300 1.004 35.819 300

xd.02 37.850 2.047 Open Manhole 1200 1.006 35.803 300 1.005 35.803 300

xe.02 38.000 2.241 Open Manhole 1200 1.007 35.759 300 1.006 35.759 300

xf.03 38.000 2.255 Open Manhole 1200 1.008 35.745 300 1.007 35.745 300

w.03 38.050 0.735 Open Manhole 1200 2.000 37.315 150

xa.03 38.100 1.481 Open Manhole 1200 2.001 36.619 150 2.000 36.619 150

w.04 38.050 2.328 Open Manhole 1200 1.009 35.722 300 1.008 35.722 300

2.001 35.872 150

xa.04 38.050 2.362 Open Manhole 1200 1.010 35.688 300 1.009 35.688 300

Re.01 37.850 0.950 Open Manhole 1200 3.000 36.900 225

w.05 38.000 1.459 Open Manhole 1200 3.001 36.541 225 3.000 36.541 225

w.06 37.900 1.736 Open Manhole 1200 3.002 36.164 225 3.001 36.164 225

Attenuation 38.300 2.844 Open Manhole 1200 3.003 35.456 300 3.002 35.456 225

w.07 - Hydrobrake 38.300 2.870 Open Manhole 1200 1.011 35.430 300 1.010 35.430 300

3.003 35.430 300

w.08 37.400 1.994 Open Manhole 0 OUTFALL 1.011 35.406 300


Kensington Court


Exeter EX2 5TY




PIPELINE SCHEDULES for 9788 PROPOSED STORM.SWS

Upstream Manhole


PN Hyd

Sect

Diam

(mm)

MH

Name

C.Level

(m)

I.Level

(m)

D.Depth

(m)

MH

Connection

MH DIAM., L*W

(mm)

1.000 o 150 Channel.01 36.800 36.400 0.250 Open Manhole 1200

1.001 o 150 w.01 37.500 36.259 1.091 Open Manhole 1200

1.002 o 300 w.02 37.600 35.937 1.363 Open Manhole 1200

1.003 o 300 xa.02 37.700 35.887 1.513 Open Manhole 1200

1.004 o 300 xb.02 37.700 35.870 1.530 Open Manhole 1200

1.005 o 300 xc.02 37.850 35.819 1.731 Open Manhole 1200

1.006 o 300 xd.02 37.850 35.803 1.747 Open Manhole 1200

1.007 o 300 xe.02 38.000 35.759 1.941 Open Manhole 1200

1.008 o 300 xf.03 38.000 35.745 1.955 Open Manhole 1200

2.000 o 150 w.03 38.050 37.315 0.585 Open Manhole 1200

2.001 o 150 xa.03 38.100 36.619 1.331 Open Manhole 1200

1.009 o 300 w.04 38.050 35.722 2.028 Open Manhole 1200

1.010 o 300 xa.04 38.050 35.688 2.062 Open Manhole 1200

3.000 o 225 Re.01 37.850 36.900 0.725 Open Manhole 1200

3.001 o 225 w.05 38.000 36.541 1.234 Open Manhole 1200

3.002 o 225 w.06 37.900 36.164 1.511 Open Manhole 1200

3.003 o 300 Attenuation 38.300 35.456 2.544 Open Manhole 1200

Downstream Manhole

PN Length

(m)

Slope

(1:X)

MH

Name

C.Level

(m)

I.Level

(m)

D.Depth

(m)

MH

Connection

MH DIAM., L*W

(mm)

1.000 21.163 150.0 w.01 37.500 36.259 1.091 Open Manhole 1200

1.001 25.727 149.6 w.02 37.600 36.087 1.363 Open Manhole 1200

1.002 12.498 250.0 xa.02 37.700 35.887 1.513 Open Manhole 1200

1.003 4.156 250.0 xb.02 37.700 35.870 1.530 Open Manhole 1200

1.004 12.846 250.0 xc.02 37.850 35.819 1.731 Open Manhole 1200

1.005 4.047 250.0 xd.02 37.850 35.803 1.747 Open Manhole 1200

1.006 10.927 250.0 xe.02 38.000 35.759 1.941 Open Manhole 1200

1.007 3.482 250.0 xf.03 38.000 35.745 1.955 Open Manhole 1200

1.008 5.882 250.0 w.04 38.050 35.722 2.028 Open Manhole 1200

2.000 10.921 15.7 xa.03 38.100 36.619 1.331 Open Manhole 1200

2.001 11.700 15.7 w.04 38.050 35.872 2.028 Open Manhole 1200

1.009 3.335 100.0 xa.04 38.050 35.688 2.062 Open Manhole 1200

1.010 14.833 57.3 w.07 - Hydrobrake 38.300 35.430 2.570 Open Manhole 1200

3.000 35.924 100.1 w.05 38.000 36.541 1.234 Open Manhole 1200

3.001 37.681 100.0 w.06 37.900 36.164 1.511 Open Manhole 1200

3.002 33.281 47.0 Attenuation 38.300 35.456 2.619 Open Manhole 1200

3.003 16.682 642.0 w.07 - Hydrobrake 38.300 35.430 2.570 Open Manhole 1200


Kensington Court


Exeter EX2 5TY




PIPELINE SCHEDULES for 9788 PROPOSED STORM.SWS

Upstream Manhole


PN Hyd

Sect

Diam

(mm)

MH

Name

C.Level

(m)

I.Level

(m)

D.Depth

(m)

MH

Connection

MH DIAM., L*W

(mm)

1.011 o 300 w.07 - Hydrobrake 38.300 35.430 2.570 Open Manhole 1200

Downstream Manhole

PN Length

(m)

Slope

(1:X)

MH

Name

C.Level

(m)

I.Level

(m)

D.Depth

(m)

MH

Connection

MH DIAM., L*W

(mm)

1.011 2.422 100.9 w.08 37.400 35.406 1.694 Open Manhole 0

Free Flowing Outfall Details for 9788 PROPOSED STORM.SWS

Outfall

Pipe Number

Outfall

Name

C. Level

(m)

I. Level

(m)

Min

I. Level

(m)

D,L

(mm)

W

(mm)

1.011 w.08 37.400 35.406 0.000 0 0

C R A D D Y S



Appendix H3: Microdrainage Proposed Stormwater Simulation – all storms by return period


Kensington Court


Exeter EX2 5TY




Free Flowing Outfall Details for 9788 PROPOSED STORM.SWS


Outfall

Pipe Number

Outfall

Name

C. Level

(m)

I. Level

(m)

Min

I. Level

(m)

D,L

(mm)

W

(mm)

1.011 w.08 37.400 35.406 0.000 0 0

Simulation Criteria for 9788 PROPOSED STORM.SWS

Volumetric Runoff Coeff 0.750 Additional Flow - % of Total Flow 0.000

Areal Reduction Factor 1.000 MADD Factor * 10m³/ha Storage 2.000

Hot Start (mins) 0 Inlet Coeffiecient 0.800

Hot Start Level (mm) 0 Flow per Person per Day (l/per/day) 0.000

Manhole Headloss Coeff (Global) 0.500 Run Time (mins) 60

Foul Sewage per hectare (l/s) 0.000 Output Interval (mins) 1

Number of Input Hydrographs 0 Number of Storage Structures 1

Number of Online Controls 2 Number of Time/Area Diagrams 0

Number of Offline Controls 0 Number of Real Time Controls 0

Synthetic Rainfall Details

Rainfall Model FSR Profile Type Summer

Return Period (years) 1 Cv (Summer) 0.750

Region England and Wales Cv (Winter) 0.840

M5-60 (mm) 19.000 Storm Duration (mins) 30

Ratio R 0.258


Kensington Court


Exeter EX2 5TY




Online Controls for 9788 PROPOSED STORM.SWS


Non Return Valve Manhole: w.01, DS/PN: 1.001, Volume (m³): 1.8

Hydro-Brake Optimum® Manhole: w.07 - Hydrobrake, DS/PN: 1.011, Volume (m³):

5.3

Unit Reference MD-SHE-0096-5700-2200-5700

Design Head (m) 2.200

Design Flow (l/s) 5.7

Flush-Flo™ Calculated

Objective Minimise upstream storage

Application Surface

Sump Available Yes

Diameter (mm) 96

Invert Level (m) 35.430

Minimum Outlet Pipe Diameter (mm) 150

Suggested Manhole Diameter (mm) 1200

Control Points Head (m) Flow (l/s)

Design Point (Calculated) 2.200 5.7

Flush-Flo™ 0.417 4.6

Kick-Flo® 0.853 3.7

Mean Flow over Head Range - 4.5

The hydrological calculations have been based on the Head/Discharge relationship for the

Hydro-Brake Optimum® as specified. Should another type of control device other than a

Hydro-Brake Optimum® be utilised then these storage routing calculations will be

invalidated

Depth (m) Flow (l/s) Depth (m) Flow (l/s) Depth (m) Flow (l/s) Depth (m) Flow (l/s)

0.100 3.1 1.200 4.3 3.000 6.6 7.000 9.8

0.200 4.2 1.400 4.6 3.500 7.1 7.500 10.2

0.300 4.5 1.600 4.9 4.000 7.5 8.000 10.5

0.400 4.6 1.800 5.2 4.500 8.0 8.500 10.8

0.500 4.6 2.000 5.4 5.000 8.4 9.000 11.1

0.600 4.5 2.200 5.7 5.500 8.8 9.500 11.4

0.800 4.0 2.400 5.9 6.000 9.1

1.000 3.9 2.600 6.2 6.500 9.5


Kensington Court


Exeter EX2 5TY




Storage Structures for 9788 PROPOSED STORM.SWS


Cellular Storage Manhole: Attenuation, DS/PN: 3.003

Invert Level (m) 35.456 Safety Factor 2.0

Infiltration Coefficient Base (m/hr) 0.00000 Porosity 0.95

Infiltration Coefficient Side (m/hr) 0.00000

Depth (m) Area (m²) Inf. Area (m²) Depth (m) Area (m²) Inf. Area (m²)

0.000 248.0 250.0 1.300 248.0 332.2

0.100 248.0 256.3 1.400 248.0 338.5

0.200 248.0 262.6 1.500 248.0 344.9

0.300 248.0 269.0 1.600 248.0 351.2

0.400 248.0 275.3 1.700 248.0 357.5

0.500 248.0 281.6 1.800 0.0 360.7

0.600 248.0 287.9 1.900 0.0 360.7

0.700 248.0 294.3 2.000 0.0 360.7

0.800 248.0 300.6 2.100 0.0 360.7

0.900 248.0 306.9 2.200 0.0 360.7

1.000 248.0 313.2 2.300 0.0 360.7

1.100 248.0 319.6 2.400 0.0 360.7

1.200 248.0 325.9 2.500 0.0 360.7


Kensington Court


Exeter EX2 5TY




1 year Return Period Summary of Critical Results by Maximum Level (Rank 1)

for 9788 PROPOSED STORM.SWS


Simulation Criteria

Areal Reduction Factor 1.000 Additional Flow - % of Total Flow 0.000

Hot Start (mins) 0 MADD Factor * 10m³/ha Storage 2.000

Hot Start Level (mm) 0 Inlet Coeffiecient 0.800

Manhole Headloss Coeff (Global) 0.500 Flow per Person per Day (l/per/day) 0.000

Foul Sewage per hectare (l/s) 0.000





Rainfall Model FSR Ratio R 0.258

Region England and Wales Cv (Summer) 0.750

M5-60 (mm) 19.000 Cv (Winter) 0.840

Margin for Flood Risk Warning (mm) 300.0

Analysis Timestep 2.5 Second Increment (Extended)

DTS Status OFF

DVD Status ON

Inertia Status ON

Profile(s) Summer and Winter

Duration(s) (mins) 15, 30, 60, 120, 180, 240, 360, 480, 600,

720, 960, 1440, 2160, 2880, 4320, 5760

Return Period(s) (years) 1, 30, 100

Climate Change (%) 40, 40, 40

PN

US/MH

Name Storm

Return

Period

Climate

Change

First (X)

Surcharge

First (Y)

Flood

First (Z)

Overflow

1.000 Channel.01 15 Winter 1 +40% 30/15 Summer 30/15 Summer

1.001 w.01 15 Winter 1 +40% 30/15 Summer

1.002 w.02 15 Winter 1 +40% 30/15 Summer 100/15 Winter

1.003 xa.02 15 Winter 1 +40% 30/15 Summer

1.004 xb.02 15 Winter 1 +40% 30/15 Summer

1.005 xc.02 15 Winter 1 +40% 30/15 Summer

1.006 xd.02 15 Winter 1 +40% 30/15 Summer

1.007 xe.02 15 Winter 1 +40% 30/15 Summer

1.008 xf.03 15 Winter 1 +40% 30/15 Summer

2.000 w.03 15 Summer 1 +40% 100/600 Winter

2.001 xa.03 15 Winter 1 +40% 30/480 Winter

1.009 w.04 720 Winter 1 +40% 30/15 Summer

1.010 xa.04 720 Winter 1 +40% 30/15 Summer

3.000 Re.01 240 Winter 1 +40% 30/15 Summer

3.001 w.05 15 Winter 1 +40% 30/15 Summer

3.002 w.06 15 Winter 1 +40% 30/120 Winter

3.003 Attenuation 720 Winter 1 +40% 1/60 Winter

1.011 w.07 - Hydrobrake 720 Winter 1 +40% 1/15 Summer


Kensington Court


Exeter EX2 5TY







PN

US/MH

Name

Overflow

Act.

Water

Level

(m)

Surcharged

Depth

(m)

Flooded

Volume

(m³)

Flow /

Cap.

Overflow

(l/s)

Pipe

Flow

(l/s)

1.000 Channel.01 36.445 -0.105 0.000 0.20 2.7

1.001 w.01 36.304 -0.105 0.000 0.19 2.7

1.002 w.02 36.063 -0.174 0.000 0.24 13.7

1.003 xa.02 36.046 -0.141 0.000 0.40 19.2

1.004 xb.02 36.038 -0.132 0.000 0.39 22.4

1.005 xc.02 36.020 -0.099 0.000 0.51 24.6

1.006 xd.02 36.011 -0.091 0.000 0.58 32.5

1.007 xe.02 35.987 -0.072 0.000 0.73 36.2

1.008 xf.03 35.976 -0.069 0.000 0.94 45.8

2.000 w.03 37.339 -0.126 0.000 0.06 2.6

2.001 xa.03 36.661 -0.109 0.000 0.17 6.9

1.009 w.04 35.981 -0.041 0.000 0.16 9.7

1.010 xa.04 35.988 0.000 0.000 0.08 10.0

3.000 Re.01 36.900 -0.225 0.000 0.00 0.0

3.001 w.05 36.664 -0.102 0.000 0.57 28.0

3.002 w.06 36.261 -0.128 0.000 0.39 27.9

3.003 Attenuation 35.961 0.205 0.000 0.18 4.7

1.011 w.07 - Hydrobrake 36.006 0.276 0.000 0.08 4.6

PN

US/MH

Name Status

Level

Exceeded

1.000 Channel.01 OK 40

1.001 w.01 OK

1.002 w.02 OK 3

1.003 xa.02 OK

1.004 xb.02 OK

1.005 xc.02 OK

1.006 xd.02 OK

1.007 xe.02 OK

1.008 xf.03 OK

2.000 w.03 OK

2.001 xa.03 OK

1.009 w.04 OK

1.010 xa.04 OK

3.000 Re.01 OK

3.001 w.05 OK

3.002 w.06 OK

3.003 Attenuation SURCHARGED

1.011 w.07 - Hydrobrake SURCHARGED


Kensington Court


Exeter EX2 5TY







Simulation Criteria












M5-60 (mm) 19.000 Cv (Winter) 0.840



DTS Status OFF

DVD Status ON

Inertia Status ON


Duration(s) (mins) 15, 30, 60, 120, 180, 240, 360, 480, 600,

720, 960, 1440, 2160, 2880, 4320, 5760



PN

US/MH

Name Storm

Return

Period

Climate

Change

First (X)

Surcharge

First (Y)

Flood

First (Z)

Overflow


1.001 w.01 15 Winter 30 +40% 30/15 Summer


1.003 xa.02 15 Winter 30 +40% 30/15 Summer

1.004 xb.02 15 Winter 30 +40% 30/15 Summer

1.005 xc.02 15 Winter 30 +40% 30/15 Summer

1.006 xd.02 15 Winter 30 +40% 30/15 Summer

1.007 xe.02 15 Winter 30 +40% 30/15 Summer

1.008 xf.03 960 Winter 30 +40% 30/15 Summer

2.000 w.03 15 Winter 30 +40% 100/600 Winter

2.001 xa.03 960 Winter 30 +40% 30/480 Winter

1.009 w.04 960 Winter 30 +40% 30/15 Summer

1.010 xa.04 960 Winter 30 +40% 30/15 Summer

3.000 Re.01 15 Winter 30 +40% 30/15 Summer

3.001 w.05 15 Winter 30 +40% 30/15 Summer

3.002 w.06 960 Winter 30 +40% 30/120 Winter




Kensington Court


Exeter EX2 5TY







PN

US/MH

Name

Overflow

Act.

Water

Level

(m)

Surcharged

Depth

(m)

Flooded

Volume

(m³)

Flow /

Cap.

Overflow

(l/s)

Pipe

Flow

(l/s)

1.000 Channel.01 36.802 0.252 1.807 0.11 1.6

1.001 w.01 36.815 0.407 0.000 0.71 9.8

1.002 w.02 37.155 0.918 0.000 0.47 27.1

1.003 xa.02 37.095 0.908 0.000 0.86 41.3

1.004 xb.02 37.081 0.911 0.000 0.85 48.8

1.005 xc.02 37.006 0.887 0.000 1.09 52.9

1.006 xd.02 36.942 0.839 0.000 1.31 73.1

1.007 xe.02 36.853 0.794 0.000 1.67 83.3

1.008 xf.03 36.826 0.781 0.000 0.27 13.2

2.000 w.03 37.354 -0.111 0.000 0.15 6.3

2.001 xa.03 36.821 0.052 0.000 0.04 1.8

1.009 w.04 36.831 0.810 0.000 0.24 14.9

1.010 xa.04 36.834 0.846 0.000 0.12 15.3

3.000 Re.01 37.231 0.106 0.000 0.06 3.0

3.001 w.05 37.243 0.477 0.000 1.48 73.0

3.002 w.06 36.817 0.427 0.000 0.11 8.1

3.003 Attenuation 36.812 1.056 0.000 0.22 5.8

1.011 w.07 - Hydrobrake 36.834 1.104 0.000 0.08 4.6

PN

US/MH

Name Status

Level

Exceeded

1.000 Channel.01 FLOOD 40

1.001 w.01 SURCHARGED

1.002 w.02 SURCHARGED 3

1.003 xa.02 SURCHARGED

1.004 xb.02 SURCHARGED

1.005 xc.02 SURCHARGED

1.006 xd.02 SURCHARGED

1.007 xe.02 SURCHARGED

1.008 xf.03 SURCHARGED

2.000 w.03 OK




3.000 Re.01 SURCHARGED






Kensington Court


Exeter EX2 5TY




100 year Return Period Summary of Critical Results by Maximum Level (Rank

1) for 9788 PROPOSED STORM.SWS


Simulation Criteria












M5-60 (mm) 19.000 Cv (Winter) 0.840



DTS Status OFF

DVD Status ON

Inertia Status ON


Duration(s) (mins) 15, 30, 60, 120, 180, 240, 360, 480, 600,

720, 960, 1440, 2160, 2880, 4320, 5760



PN

US/MH

Name Storm

Return

Period

Climate

Change

First (X)

Surcharge

First (Y)

Flood

First (Z)

Overflow


1.001 w.01 30 Summer 100 +40% 30/15 Summer


1.003 xa.02 720 Winter 100 +40% 30/15 Summer

1.004 xb.02 720 Winter 100 +40% 30/15 Summer

1.005 xc.02 960 Winter 100 +40% 30/15 Summer

1.006 xd.02 960 Winter 100 +40% 30/15 Summer

1.007 xe.02 960 Winter 100 +40% 30/15 Summer

1.008 xf.03 960 Winter 100 +40% 30/15 Summer

2.000 w.03 960 Winter 100 +40% 100/600 Winter

2.001 xa.03 960 Winter 100 +40% 30/480 Winter

1.009 w.04 960 Winter 100 +40% 30/15 Summer

1.010 xa.04 960 Winter 100 +40% 30/15 Summer

3.000 Re.01 15 Winter 100 +40% 30/15 Summer

3.001 w.05 15 Winter 100 +40% 30/15 Summer

3.002 w.06 960 Winter 100 +40% 30/120 Winter




Kensington Court


Exeter EX2 5TY




100 year Return Period Summary of Critical Results by Maximum Level (Rank

1) for 9788 PROPOSED STORM.SWS


PN

US/MH

Name

Overflow

Act.

Water

Level

(m)

Surcharged

Depth

(m)

Flooded

Volume

(m³)

Flow /

Cap.

Overflow

(l/s)

Pipe

Flow

(l/s)

1.000 Channel.01 36.808 0.258 7.706 0.18 2.5

1.001 w.01 36.831 0.422 0.000 0.74 10.2

1.002 w.02 37.601 1.364 1.377 0.69 39.5

1.003 xa.02 37.601 1.414 0.000 0.16 7.8

1.004 xb.02 37.600 1.430 0.000 0.16 9.3

1.005 xc.02 37.600 1.481 0.000 0.17 8.2

1.006 xd.02 37.599 1.497 0.000 0.20 11.2

1.007 xe.02 37.598 1.539 0.000 0.25 12.6

1.008 xf.03 37.598 1.553 0.000 0.34 16.3

2.000 w.03 37.599 0.134 0.000 0.02 0.7

2.001 xa.03 37.598 0.829 0.000 0.06 2.3

1.009 w.04 37.597 1.575 0.000 0.30 18.4

1.010 xa.04 37.596 1.607 0.000 0.15 18.9

3.000 Re.01 37.783 0.658 0.000 0.11 5.4

3.001 w.05 37.791 1.025 0.000 1.79 88.0

3.002 w.06 37.600 1.211 0.000 0.13 9.6

3.003 Attenuation 37.594 1.838 0.000 0.21 5.5

1.011 w.07 - Hydrobrake 37.592 1.863 0.000 0.10 5.6

PN

US/MH

Name Status

Level

Exceeded

1.000 Channel.01 FLOOD 40


1.002 w.02 FLOOD 3

1.003 xa.02 FLOOD RISK

1.004 xb.02 FLOOD RISK

1.005 xc.02 FLOOD RISK

1.006 xd.02 FLOOD RISK

1.007 xe.02 SURCHARGED

1.008 xf.03 SURCHARGED





3.000 Re.01 FLOOD RISK

3.001 w.05 FLOOD RISK




C R A D D Y S



Appendix I: Operations and Maintenance

9788w003 – Aldi Caerphilly Road, Cardiff Operation and Maintenance of Below Ground Drainage System

May 2017

C R A D D Y S

Aldi Store, Caerphilly Road, Cardiff

OPERATION AND MAINTENANCE OF BELOW GROUND DRAINAGE SYSTEM

The following is a list of the drainage items which will require periodic maintenance, and sets out how often they should be maintained to achieve their maximum design life. A brief description of how the maintenance should be carried out is provided. All maintenance should be carried out by suitably trained individuals using the correct equipment. These recommendations apply to the private drainage items within the development site (maintenance and operation of adoptable drainage is the liability of the adopting authority). Gullies Inspection and removal of debris from silt trap once a year (preferably in the spring after leaf fall in the autumn). Drainage pipes, manholes & Silt traps Inspect manholes & silt traps for build up of silt and general debris (once a year, preferably in the spring after leaf fall in the autumn) If silt/debris is building up then clean with jetting lorry / gully sucker & inspect pipe – same may be required. If the pipes to be jetted are plastic then a high flow, low pressure setting should be used so that the pipes are not damaged. (NOTE: Manhole covers can be heavy and suitable lifting equipment / procedures should be used. Personnel should not enter manholes to carry out maintenance). Hydro-Brake Inspect monthly for the first 3 months following commissioning and 6 monthly thereafter (or more frequently as required), hose down as necessary, remove any rags & silt from invert of chamber and especially around hydrobrake. If a blockage occurs this can usually be overcome by operating the by-pass door using the rope provided. This will empty the chamber of water down the level of the outlet allowing further maintenance to be carried out if required. Underground attenuation storage This system is designed to be maintenance free. Silt traps on the up-stream end of the system should be inspected and maintained as above. If excessive silt is encountered then the pipes through the system should be cleaned using a jetting lorry. Unusual / unresolved problems If the drainage system is still holding water following cleaning with a jetter, or the jetting of the system removes excessive amounts of debris this may indicate greater issues within the system. A CCTV survey is likely to be required and further advice should be sought by a drainage engineer.