Drainage Rainfall Calcs _good Drawings In Revit_manswilliams Consulting.pdf

Mann Williams Consulting Civil and Structural Engineers 7 Old King Street, Queen Square, Bath BA1 2JW T 01225 464419 Project 6505. 10 West, University of Bath

10 West, University of Bath Planning Conditions 6 & 7 The following pages in conjunction with Intégrale responses to condition 3 have been compiled to address planning conditions 6 & 7 of the Application. Surface Water Strategy The building site is relatively flat and slopes down to the south west corner. The existing surfacing is a mixture of permeable paving, soft landscaping and impermeable roadways. The existing landscaping provides sustainable drainage solutions through run off from the hard landscaping onto the soft or permeable paving for natural infiltration into the ground. With the new building, the intention is to utilise SUDS and the known infiltration rates of the ground strata encountered on the campus. From previous developments and soakaway testing in accordance with BRE Digest 365, the infiltration rate is known to be 0.00012m/s. Ground investigations completed at the proposed site have identified that where previous developments have occurred (an earlier car park) the original tarmac surface was left in place and built over. The proposed building will mean that all made ground is removed, and any potential contamination with it, to leave a natural site. The proposed location for the SUDS system is within an undeveloped area of parkland to the east of the main site, see figure 1. This area has only been developed from farmland to sports pitches, and assuming no anomalies, will not be likely to contain any contamination through which the SUDS would infiltrate. This theory is based on the Intégrale GI report and recent letter dated 14 September (appended letter at the end of this document). Figure 1

Photo 1 – Circa 1971 Site is undeveloped and used as sports pitches

Photo 2 – Circa 1976. Site developed with circular car park. Car park is cut into the previous sports pitches

Photo 3 – Circa 2011. Site has been redeveloped with increased car park. South end of car park has been built up in fill to

The design of the SUDS system will be a hybrid swale/soakaway. This is to ensure that there is sufficient capacity to store the water run off prior to infiltration but also provide enhancement for the ecology of the site and its enjoyment by its users. The design has been completed in TEDDS using stormwater crates under the swale ditch to provide the fully sized soakaway. BRE Digest 365 has been used. The completed design and details are shown on Mann Williams’ 500 series drawings. 1

Mann Williams Consulting Civil and Structural Engineers Project 6505. 10 West, University of Bath

Surface Water Design Impermeable area 2314m² Infiltration rate (based on various tests around campus) 0.00012m/s A 30% increase in rainfall inflow has been allowed for at the peak volume requirement. From TEDDS soakaway design using crates, the provision of a 25m x 3.3m x 0.75m deep soakaway is sufficient for the required emptying time based on the infiltration rates. The calculations show a shortfall in the storage volume of 83.5m³. This will be provided through the swale ditch located directly above the soakaway crates. Over the 25m length of the crates the required cross sectional area is 3.35m². For a “semicircular” formed ditch as indicated on the drawing 6505-512 ground level will provide an area of 3.38m² which is adequate over the 25m length to provide the additional storage volume as well as some capacity in the granular backfill layer. ∴ Design has adequate capacity.

2

3

lntégrale

The Granary Chewton Fields Ston Easton Somerset BA3 4BX United Kingdom Tel: +44 (0) 1761 241041 Fax: +44 (0) 1761 241042

Environment Agency Rivers House East Quay Bridgwater Somerset TA6 4YS FAO Anita Cottrell & Andy Reading Ref: KNB/1233 11th September 2014 Dear Ms Cottrell and Mr Reading Re: Proposed Academic Building, West Car Park, University of Bath Campus Your Ref. WX/2014/125641/01-L01 BANES Planning Ref. 14/00953 We have been forwarded your letter of 11th April 2014 to Bath & Northeast Somerset Council, in which planning conditions covering contamination aspects were recommended for this redevelopment. These ‘model conditions’ include pre-commencement requirements for conceptual modelling, ground investigation, risk assessment, remediation and verification strategy. We have been asked by the project team to confirm the pertinent details contained within our 2013 investigation report, which cover these aspects. I confirm having spoken with Andy Reading and Anita Cottrell today, and note the ‘Condition Guidance’ given by the Agency. This indicates 3 particular aspects of concern to the Agency, which led to the imposing of these conditions, as discussed below: 1. Application Area The Phase 1 & 2 reports prepared by Integrale in October 2013 show a ‘Site Boundary’ in Figure 1, which we understood to be the new building footprint proposed at that time. The Figure also shows a ‘Study Area’, which we drew arbitrarily to enclose the area where specific investigation had been requested by the project team and where access was possible. However as the scheme design progressed, the subsequent application gives a ‘red line boundary’ extending further to the north and west. The Agency have asked that consideration (of contamination aspects) be given to the whole application area. The attached drawing gives the ‘red line boundary’ of the planning permission area, the proposed building footprint (in grey), and the 2013 trial pit locations. It also shows the extent of the existing car park in the west, which is to be retained alongside the new building. A planted landscaping area in the northwest has been annotated. Due to ongoing use, limitations on acceptable surface damage, tree root protection zones and buried services, there were restrictions on the available areas for investigation. The positions were therefore mutually agreed by the consulting engineers, Integrale and the University Estates Department where access, trees and services allowed and where design information was needed. The desk study of historical maps and Google Earth satellite imagery given in the Phase 1 report confirms that the complete development area was open ground until the early 1950’s when it became Geological • Geotechnical • Environmental • Engineering Intégrale Consulting is a trading name of Integrale Limited Registered Office: West End House, Blackfriars Road, Nailsea, Bristol, BS48 4DJ, United Kingdom Company Registration No. 2855366 England VAT Reg. No. 609 7402 37

part of sports pitches. A circular car park had been developed by the mid 1980’s, and by 2002/2005 the existing larger car park and surrounding landscaping was constructed. The desk study does not suggest that in the western and northern zones there has been any more contaminative land usage, and therefore the potential for remnant contamination due to past use is identified as low. 2. Investigation and Sampling Rationale The Agency has also requested clarification on the rationale for sampling strategy and trial pit location. Again, access and buried service restrictions controlled these locations, and the positions excavated were chosen to provide as broad a range as possible, given that the desk study did not suggest any specific target areas based on past use. The trial pits proved Made Ground due to buried service trenches at TP 3 and 4, and make up above the former car park asphalt surface at TP 6. At TP 2 and 5 a natural succession of topsoil over subsoil and weathered bedrock was found. In TP 1, there appeared to be a thick mantle of reworked natural soils and bedrock gravel beneath the topsoil, presumed due to relandscaping. The sampling details provided on the trial pit records show typically one sample per stratum recovered across the range of topsoil, Made Ground and natural soils. The analytical strategy covered a suite of generic and hydrocarbon testing of Made Ground, plus a typical existing topsoil sample and a Total Petroleum Hydrocarbon test on Made Ground from the existing parking area, as follows: Trial Pit 1 Trial Pit 4 Trial Pit 5 Trial Pit 6

Made Ground 0.5m depth Made Ground 1.2m depth Topsoil 0.15m depth Made Ground 0.7m depth

Generic suite, speciated PAH, unspeciated TPH Unspeciated TPH Generic suite, speciated PAH, unspeciated TPH Generic suite, speciated PAH, unspeciated TPH

We therefore consider that the investigation locations were completed at optimal locations given the relatively ‘non-contaminative’ past usage and the existing site restrictions, to provide representative data across a reasonable and typical area. The pitting confirmed that the original in situ strata may still exist in the southern area, while the central and northern zones have been remodelled with site won material due to construction of sports pitches, two phases of car parking and landscaping, together with installation of buried service trenches. These usages date from the 1950’s to 1980’s. 3. Risk to Controlled Waters The Agency note that no groundwater or leachability samples were taken and requested confirmation that the risk posed by remnant contamination to controlled waters is understood. Sections 2.2 and 2.5.2 of the report describe the known geological succession, including a deep borehole sunk very close to, or possibly within the site boundary. This proved Great Oolite limestone bedrock to approximately 17m depth, apparently without groundwater being proven. Extensive previous investigations at the University have confirmed the groundwater table stands below at least 10m depth, as would be expected at this elevated location, with free-draining, fractured limestone present. The conceptual exposure model given in Section 2.8 identifies the Great Oolite Principal Aquifer as the most likely controlled waters receptor. The most likely source-pathway-receptor linkage, if a contaminant source were to be present, was identified as leaching from soils or migration of liquid contaminants through the unsaturated zone or by means of man-made pathways, to reach the principal aquifer. The risk assessment was continued by excavating trial pits to confirm the typical range of ground conditions, and completing analyses of soil to characterise the likely contaminant components.

Geological • Geotechnical • Environmental • Engineering Intégrale Consulting is a trading name of Integrale Limited Registered Office: West End House, Blackfriars Road, Nailsea, Bristol, BS48 4DJ, United Kingdom Company Registration No. 2855366 England VAT Reg. No. 609 7402 37

The analyses proved raised petroleum and polyaromatic hydrocarbons present in the Made Ground sample from TP 6. However this sample included asphalt remnants from the former car park surface which would cause the raised hydrocarbon results. These are highly unlikely to be leachable or mobile, given their origin and nature within the bound tarmacadam. Marginally raised arsenic and chromium from existing Topsoil within the landscaping area are similarly highly unlikely to be in leachable form. Indeed, they are within the range of naturally occurring metals for this district and typical of the topsoils within the campus. The remainder of the soils analyses show contaminants very low or absent, indicating that significantly leachable materials are unlikely to be present. Proposed Redevelopment The attached cross-sections show the proposed building is to be constructed close to existing grade at the southern end, where a natural soils profile has been proven. Due to the gradual slope, the northern end of the building will require excavation to 2.5-4m depth below existing level, ie through the complete depth of Made Ground and into the bedrock. Within the area of new building construction therefore, the source zone for any remnant contaminants within Made Ground beneath the northern and central areas will be completely removed. As the southern end is approached, the building will be close to existing grade, with approximately 600mm of build-up required at the southeast corner. The southwestern area of the ‘red line boundary’ site is to remain as existing car parking alongside the new building. Similarly in the northwestern zone and to the east, the existing soft landscaping and trees are to remain. Recommended Remedial Measures In addition to the required excavation of Made Ground to achieve new floor slab formation levels, the Phase 2 report recommends removal of any proven buried asphalt and drainage runs associated with areas of the former car park where these occur beneath the new building area. Sufficient Made Ground is to be removed in new soft landscaped areas to allow placement of at least 300mm of certified topsoil. Conclusions The Phase 1 and 2 reports prepared by Integrale in October 2013 identified preliminary risk assessment by desk study and conceptual modelling, as required by the planning conditions. The site investigation completed in 2013 confirmed the desk study findings and the absence of significant potential contaminative ground. The Made Ground proven relates to former reworked natural soils beneath sports pitches, and subsequent car park construction, together with buried service trenches. The analyses have proven minimal remnant contamination, with the exception of hydrocarbons within buried asphalt surfacing. Based on these findings, the recommended remediation, and the removal of soils during deep excavations across the northern and central new building footprint, the risk of significant remnant Made Ground which could potentially impact on groundwater quality at depth within the limestone aquifer once the new building is constructed is considered negligible. As such, there would be no need for any longer term monitoring or maintenance. A verification report confirming the extent and depth of excavations, recording and certifying the formations can be provided if required. We therefore consider that the pre-commencement conditions for risk identification and site characterisation are fulfilled. A verification report providing details of the excavated formations, any anomalies proven, details of waste disposal or soils reuse and any associated validation sampling, can be provided prior to completion of the construction and occupation. Geological • Geotechnical • Environmental • Engineering Intégrale Consulting is a trading name of Integrale Limited Registered Office: West End House, Blackfriars Road, Nailsea, Bristol, BS48 4DJ, United Kingdom Company Registration No. 2855366 England VAT Reg. No. 609 7402 37

This letter is copied to the planning authority for compliance with the conditions. Yours sincerely Dr Kay Boreland Technical Director Copy to:

Sarah James, BANES Planning Services Spencer Fereday, Mann Williams Charles Jordan, AWW Architects

Encl.

Proposed Site Plan showing Investigation Strategy & Locations Ground Reduction Illustration & Sections

Geological • Geotechnical • Environmental • Engineering Intégrale Consulting is a trading name of Integrale Limited Registered Office: West End House, Blackfriars Road, Nailsea, Bristol, BS48 4DJ, United Kingdom Company Registration No. 2855366 England VAT Reg. No. 609 7402 37

Notes This drawing may be scaled for the purposes of Planning Applications, Land Registry and for Legal plans where the scale bar is used, and where it verifies that the drawing is an original or an accurate copy. It may not be scaled for construction purposes. Always refer to figured dimensions. All dimensions are to be checked on site. Discrepancies and/or ambiguities between this drawing and information given elsewhere must be reported immediately to this office for clarification before proceeding. All drawings are to be read in conjunction with the specification and all works to be carried out in accordance with latest British Standards / Codes of Practice.

Trial Pit

'Red Line' application boundary

Northern building area to be in 3-3.5m excavation cutting

TP 6

Extent of existing landscaping mound inaccessible for investigation

New building footprint shaded grey

TP 3

TP 1 TP 4

TP 5

Existing car park to be retained

TP 2

Rev Date

Init

Chkd

Notes

Compound

Eastern extent of existing car park area inaccessible for investigation

Southern building area at/close to grade

North Client

Drawing Originator

inspired environments 020 7160 6000 0117 923 2535 01752 261 282

London - 7 Birchin Lane, London, EC3V 3BW Bristol - Rivergate House, Bristol, BS1 6LS Plymouth - East Quay House, Plymouth, PL4 0HN

www.aww-uk.com

RIBA Chartered Practice Project Title

10 West University of Bath Drawing Title

Proposed Site Plan Scale

Sheet

Drawn

Checked

Date

1 : 500

A1

CEJ

IJ

17/02/14

Status

Project No.

PLANNING

3208

Drawing Reference

Drawing No.

10WEST-AWW-A-DWG

0110

Revision

NOTES 1. This drawing is copyright and may not be reproduced without the permission of Mann Williams. 2. All drawings are to be read in conjunction with the project specification with all works carried out in accordance with the latest British Standards and codes of practice. 3. Any ambiguities or discrepancies between this drawing and any other information given elsewhere must be reported to Mann Williams for clarification before work proceeds. 4. All dimensions to be checked on site and any discrepancies reported to the engineer before work commences. 5. Only figured or calculated dimensions should be used and no drawing , in any format should be scaled. . .

01 SK-137

01 SK-137

02 SK-137

02 SK-137

EXISTING GROUND LEVEL 4

3

2

1

1874

5

3521

DEPTH OF MAIN REDUCED DIG

DEPTH OF MAIN REDUCED DIG SCALE BAR 1:200

0

10m

REV

DESCRIPTION

P1

SECTION 1:200

PRELIMINARY ISSUE

BY

DATE

RJC

10.09.14

01 SK-137 P-PRELIMINARY

EXISTING GROUND LEVEL

T-TENDER

CONSTRUCTION

PROJECT

UNIVERSITY OF BATH

13

12

11

600

HEIGHT OF BUILD UP

10

9

8

7

6

5

4

3

2

1

2076

10 WEST

DEPTH OF MAIN REDUCED DIG

TITLE

GROUND REDUCTION ILLUSTRATION

MANN WILLIAMS CONSULTING CIVIL AND STRUCTURAL ENGINEERS

7 OLD KING STREET QUEEN SQUARE BATH BA1 2JW T 01225 464419 F 01225 448651 E [email protected]

SECTION 1:200

DRAWN

CHKD

SIZE

SCALE

DATE

RJC

SCF

A1

1:200

SEPT 2014

STATUS

02 SK-137

PRELIMINARY PROJECT

6505

DRAWING

REV

SK-137 P1

NOTES 1. This drawing is copyright and may not be reproduced without permission of Mann Williams 2. All drawings are to be read in conjunction with the project specification with all works carried out in accordance with the latest British Standards and codes of practice 3. Any ambiguities or discrepancies between this drawing and any other information given elsewhere must be reported to Mann Williams for clarification before work proceeds 4. All dimensions to be checked on site and any discrepancies reported to the engineer before any work commences

D=

680

D = 610

HV

C

G 9 181.1

C G 0 181.4

0 10 100

FW

SW

No 73

H 15 0

SW

150

150Ø

100 100 IL 183.22

FW

RW P

d0

RE

150

FW

SW

150Ø

ER

SW

FW

FW

G 7 183.8

VP

.3

FW

150Ø

SW

Cable Buried 400mm BFFL

G 4 183.8

MH (F) CL. 183.730 IL. 180.620

RW P

Cable Rises to High Level to Underdeck

MH (S)

L) IC (UT .87 CL 183

d0.4

SW

ER

150

FW

225

RWC

MH (F) CL. 183.870 IL. 180.950

150Ø

D = 200

C

1 2

SW

150

RWC

100 3.2 2 IL 18

100 FW FW 100

SW

10 0

FW 150

RE

FW

No 76

TM

CIG

MH (F) CL. 183.750 IL. 181.550

RW P FW

0 15

No 75

Ø 150

UP

UP

SW

ES BL CA

ES BL CA

HV

No 78

4W

CIG

ER

100

100

WEST CAR PARK

No 77

8W

10 0 100

100 IL 183. 25 UT T

REFER TO MW DRAWING 6505_503 FOR DETAILED ZONE 1 DRAINAGE

UP

No 80

MH (S) .80 CL 183.34 IL 181

75 UTT TOP 183.42

No 79

E

100 IL 183.22

d0 .7

D

.21 IL 182

225Ø

HV

C

225Ø

No 81

B

PIG

100

D = 640

225 IL 182.70

100

A

100 IL 183.35

MH (S) .74 CL 183.32 IL 181

AR

HV CABL ES

HV C ABLES

5. Only figured or calculated dimensions should be used and no drawings, in any format should be scaled

0

MH (S) Soakaway CL. 183.820 IL. 182.470 (Both Pipes) Pit IL. 181.8 (A)

No 74 AR

LP

EOT

AR

3

225 Ø

MH (F) CL. 183.020 IL. 179.930

No 72 C

No 71

LP

MH (S) way Soaka .48 CL 179178.56 Pit IL

UTT 225

G 2 179.4

4

(A

100 IL 179.08

100 IL 179.03

150 IL 179.08

LP

UNI HALL

R) G 7 179.4

R) (A

R) (A

M Sub Station

HV CABL ES

RE

G 4 179.4

RE

RE

2 x 100 ducts

C

No 52

6W

LP D = 500

No 68

D = 450

C

00

ES ABL HV C

1

6

LP

No 51 2 x 100 ducts

10 0 10 0

G 6 179.6

150

22 5Ø

No 67

MH (F) .51 CL 179 .32 IL 178

3.

150

IC CL

(UTL) 179.45

Access Duct .54 CL 179

G 3 177.3

LP

4.

TT 0 U 10

MH (F) .62 CL 179.28 IL 178

G 4 177.2

T(UTL)

10 0

5. 6.

C

ABANDON THIS SECTION OF DRAIN

11

TM

22

BACKDROP CONNECTION

UTTF

150

MH (F) .50 CL 179.20 IL 178

Acc ess ber am Sealed in Ch Plate

225

MH (F) .36 CL 179.96 IL 176

7.

Sealed Access in Plate ber Cham

T UT 1 4 5 77. 22 1 IL

LP

MH (F) CL. 178.670 IL. 177.990

5Ø

) IC(UTL .42 CL 179

15 0

225

MH (S) .38 CL 179.24 IL 177

FH

LM

T

MH (S) .52 CL 179.91 IL 176

KEY

T

T

0 10

HV

6WS

225Ø -1:80

UTT

C

10

No 64

No 49

MH (F) .57 CL 179.25 IL 178

150

203

No 65

CONNECT INTO EXISTING SYSTEM

AR ) 150(

D = 500

UTTF

UTTF

All pipework to be 150mmØ Osma Ultrarib or clayware, e.g. Hepworth, unless noted otherwise. Inspection chambers to be Wavin Tegra 600 surrounded in mass concrete. Existing services shown in greyscale. Refer to drawing 'Bath Buried Services Feb 2012' for existing services. All external manholes/ inspection chambers to have D400 lids, painted. For proposed external levels refer to architects landscape drawing. Aco channel drains to be 150mm deep with C250 covers to architects requirements. All drainage to be CCTV surveyed on completion with manhole lid levels and invert survey and photographed for inclusion in the O & M to the satisfaction of the client.

2.

150 RG 7 179.1

100

150

MH (F) CL. 182.940 IL. 178.210

9

1.

ER G 9 179.3

G 7 179.4

MH (F) .50 CL 179 .74 IL 178

MH (S) Soakaway CL. 181.410 Pit IL. 177.840

MH (F) .51 CL 179 .43 IL 178

G 2 179.5

ER

UTTF

D=

510

225Ø (UTT)

D

D = 700

No 66

G 1 179.5

ER

=5 10

D

=

d0.4

65 0

8

DRAINAGE NOTES

(R)

100 G 0 179.5

100

90 0 =

d0.5

MH (S) CL. 183.530 IL. 179.080

No 63

10 0

MH (F) .56 CL 179 .82 IL 177

G 1 179.5

D

UTTF

2 x 100 ducts

MH F) .54 CL 179.57 IL 178

0 D = 100

7

HV

ES ABL HV C

No 50

100

LP

LP

No 69

G

d0.9

No 70

d0.6

225Ø

UTTF

225Ø

5

EOT

PTZ

LP

DENOTES PROPOSED FOUL WATER DRAINAGE

D = 600

No 62

PTZ

D=

C

FR C RE D OR C

HV ES BL CA

+ GL 179.490

GL 179.420 +

Fire Hydrant

MH (F) CL. 179.780 IL. 177.940

PROPOSED FOUL DRAINAGE ROUTE (SET LOW TO ALLOW FOR POSSIBLE FUTURE DEVELOPMENT CONNECTIONS)

+ GL 179.460

SWALE

C

FWMH21 CL. TO MATCH EXISTING GL IL. 175.295

300 PVC Firemain (Approximate Route)

LP

DENOTES PROPOSED LAND DRAINAGE 225

OM

+ GL 179.680

0 10

S LE AB C

C

150Ø -1:80

+ GL 179.790

13

DENOTES PROPOSED STORM WATER DRAINAGE

LP

+ GL 179.740 + GL 179.740

Ø 100

HV

D = 860

0 30

REFER TO MW DRAWING 6505_504 FOR DETAILED ZONE 2 DRAINAGE

+ GL 179.860

12

LP

DENOTES PROPOSED FOUL WATER MANHOLE

SECTION OF PIPE PREVIOUSLY IDENTIFIED AS BEING SURCHARGED

DENOTES PROPOSED STORM WATER MANHOLE

LM

GL 179.140 + LP

DENOTES EXISTING FOUL WATER DRAINAGE

W

UTTF

22

LM

5Ø

DENOTES ABANDONED FOUL WATER DRAINAGE

LP

UTTF

FOR EXACT SERVICES DETAILS REFER TO HOARE LEA DRAWING 0511484-HL-XX-XX-DR-U-900-0002

W

LAY NEW SECTION OF FOUL DRAIN TO RELIEVE SURCHARGING FROM CHAMBER C - HIGHLIGHTED BY CAPITA

DENOTES EXISTING STORM WATER DRAINAGE

225

EXACT DRAINAGE POSITIONS TO BE CO-ORDINATED AROUND TEMPORARY CAR PARK

GL 178.900 +

225Ø -1:80

DENOTES ABANDONED STORM WATER DRAINAGE

LP

LP

FWMH

FOUL WATER MANHOLE TO ADOPTABLE STANDARDS - SEE SCHEDULE FOR SIZE

FWIC

FOUL WATER PROPRIETARY POLYPROPYLENE INSPECTION CHAMBER

T

225

No 48 LP

.4 d0

LP UTT

.6 d0

LM

T

d0 .7

IL 176.43

d0 .4

SWMH

MH (F) CL. 178.460 IL. 175.870

BT

No 47

B IL ack 17 D 7 . ro p 04

+ GL ???.???

STORM WATER PROPRIETARY POLYPROPYLENE INSPECTION CHAMBER DENOTES EXISTING GROUND LEVEL TAKEN FROM TOPO SURVEY DENOTES AREA TO BE CAREFULLY HAND DUG TO AVOID SERVICES

225

225Ø

LP

SWIC MH (S) pit Catch .16 CL 178 176.37 IL Pipe 176.12 Pit IL

STORM WATER MANHOLE TO ADOPTABLE STANDARDS - SEE SCHEDULE FOR SIZE

d0

.0

.3

d1

FWMH22 CL. TO MATCH EXISTING GL IL. 174.445

PNI

No 61

REV

d0.1

BY

DATE

T1

ISSUED FOR DRAFT TENDER

D E S CR I P T I O N

RJC

29.04.14

T2

ISSUED FOR TENDER

RJC

16.05.14

LP

MH (S) way Soaka .81 CL 177173.51 Pit IL

LP

ES BL CA

225Ø

HV

LP

LM

No 60 1 00

100

150

d1 .3

MH(S) .30 CL 175 .45 IL 174

Pit Ca tch MH(S) .26 CL 175 .66 IL 174 174.46 Pit IL

150Ø -1:80

SW

FWMH23 CL. 177.000 (APPROX) IL. 174.135

22 5

SW

LM

LP

d0 .4

SW

d0

.3

e Propan k Gas Tan

1 74 IL

SW

SW SW

LP

MH(S) .56 CL 175 .27 IL 174

SW

225 SW

SW

SW

d1 .6

P-PRELIMINARY

1S

225 SW

RW P

RE

LM

90(R)

SW

G 6 176.1

MH (S) .29 CL 175 174.71 Pit IL .99 IL 174

AR

No 44 HV CAB LES

MH (S) .29 CL 175.77 IL 177

RW P

15 0

MD C

Stn F

15 0(A

G RW P/

RW P

R)

(AR)

Telecom data duct to 3 South Building

No 45

15 0

MH (F) 5.8 8 CL 17 6 3.4 IL 17

100

ER

d0.3

100

15 0

G 7 175.3

MH (S) way Soaka .26 CL 176173.56 Pit IL

100(AR)

) IC(UTL 5.6 2 CL 17

G 9 175.6

TITLE

PROPOSED SITE DRAINAGE

L) IC (UT .54 CL 175

G 2 175.7 RW P

MH (F) 5.6 1 CL 17 4 3.8 IL 17

MH (F) .57 CL 175.34 IL 174

MH (S) 5.7 1 CL 17 8 4.2 IL 17

4S

LP

RW P

No 43

LP

LP T

LP Pit Ca tch MH(S) .42 CL 175 .80 IL 174 174.52 Pit IL

d0.3

ROUTE OUT TO TOP OF NORTH ROAD

d0 .3

)

P

T

10 0

Fle x ib le

G RW

10 0

0(

100

Mai Fi b n Te le re Op com /D tic C a ata ble Du (R) ct

) 15

225 Ø

SW

100

Pit

No 55

10 WEST

1 00

ER

100

Ca ble

Fle xib le

F&R HEATING IN DUCT

RG 6 176.3

SW 1 00 (U TTF )

15 0(

FWMH24 CL. 176.650 IL. 173.970 RW P

No 59

SW

LODG E

CONSTRUCTION

UNIVERSITY OF BATH

MH (F) CL. 177.170 IL. 174.880

MK

(R)

150

225

LP

G 2 175.3

LM

15 0

T-TENDER

PROJECT Route Plugged (R)

LP

MH(S) .32 CL 175 .52 IL 174

ay Soa kaw MH(S) .84 CL 175 Pipes) .01(All A) IL 174 173.7( Pit IL

LP UTT

No 46

SW

IL 174.15

100 IL 174.13

d0 .4 .23

No 258

LM Pit Ca tch MH(S) .82 CL 176 173.99 Pit IL

CONNECTION TO MAIN RUN

MANNWILLIAMS CONSULTING CIVIL AND STRUCTURAL ENGINEERS 7 OLD KING STREET QUEEN SQUARE BATH BA1 2JW T 01225 464419 F 01225 448651 E [email protected] DRAWN

CHKD

SIZE

SCALE

DATE

RJC

CW

A1

1 : 500

APR 2014

STATUS

TENDER PROJECT

6505

DRAWING

REV

501

T2

NOTES 1. This drawing is copyright and may not be reproduced without permission of Mann Williams

A

B HV d0

C

D

E

8W

No 79 .7

UP

No 80

D=

2. All drawings are to be read in conjunction with the project specification with all works carried out in accordance with the latest British Standards and codes of practice

680

3. Any ambiguities or discrepancies between this drawing and any other information given elsewhere must be reported to Mann Williams for clarification before work proceeds

D = 610

4. All dimensions to be checked on site and any discrepancies reported to the engineer before any work commences

PARK

No 77 HV

5. Only figured or calculated dimensions should be used and no drawings, in any format should be scaled

C

ES BL CA

G 9 181.1

REFER TO MW DRAWING 6505_503 FOR DETAILED ZONE 1 DRAINAGE

UP

SW

ES BL CA HV

No 78

C G 0 181.4

RWP

RWP

FW

1

100

FW

SW

15 0

SW

ER

150

150

150 FW

FW

FW

SW

No 73

100 FW FW 100

FW

SW RE

10 0

H

FW 150

0 15

No 76

TM

0 10

UP No 75

SW

RE ER

FW

FW

SW

2

SW

SW 00 D = 20

C

UP

No 74

AR

ROUTE OF EXISTING STORMWATER DRAINAGE UNKNOWN

LP

EOT

AR

3 No 72 C

No 71

M Sub Statio

HV CAB LES

4

DRAINAGE NOTES

n

1.

All pipework to be 150mmØ Osma Ultrarib or clayware, e.g. Hepworth, unless noted otherwise. Inspection chambers to be Wavin Tegra 600 surrounded in mass concrete. Existing services shown in greyscale. Refer to drawing 'Bath Buried Services Feb 2012' for existing services. All external manholes/ inspection chambers to have D400 lids, painted. For proposed external levels refer to architects landscape drawing. Aco channel drains to be 150mm deep with C250 covers to architects requirements. All drainage to be CCTV surveyed on completion with manhole lid levels and invert survey and photographed for inclusion in the O & M to the satisfaction of the client.

2. 3. 4.

C

5.

5

EOT

6. d0.6

UTTF

No 70

LP

7.

LP

No 69

KEY LP D = 500

No 68

DENOTES PROPOSED FOUL WATER DRAINAGE

D = 450

ES ABL HV C

LP

6

DENOTES PROPOSED STORM WATER DRAINAGE DENOTES PROPOSED LAND DRAINAGE DENOTES PROPOSED FOUL WATER MANHOLE

D=1 000

DENOTES PROPOSED STORM WATER MANHOLE DENOTES EXISTING FOUL WATER DRAINAGE

7

DENOTES EXISTING STORM WATER DRAINAGE

HV 90 0

DENOTES ABANDONED FOUL WATER DRAINAGE

D

=

ES ABL HV C

FWMH

FOUL WATER MANHOLE TO ADOPTABLE STANDARDS - SEE SCHEDULE FOR SIZE

FWIC

FOUL WATER PROPRIETARY POLYPROPYLENE INSPECTION CHAMBER

D

=5

10

DENOTES ABANDONED STORM WATER DRAINAGE

D

=

d0.4

65 0

8 =5 10

STORM WATER PROPRIETARY POLYPROPYLENE INSPECTION CHAMBER

SWIC

D

D = 700

SERVICES UNDER BUILDING RELOCATED AS PART OF ENABLING WORKS PACKAGE, SEE HOARE LEA DRAWINGS

STORM WATER MANHOLE TO ADOPTABLE STANDARDS - SEE SCHEDULE FOR SIZE

SWMH

FOR SERVICE CLASHES SEE MANN WILLIAMS DRAWING 6505_501

No 66

REV

9

BY

DATE

T1

ISSUED FOR DRAFT TENDER

D E S CR I P T I O N

RJC

29.04.14

T2

ISSUED FOR TENDER

RJC

16.05.14

No 67

D = 500

UTTF

203

No 65

10

No 64

C P-PRELIMINARY

T-TENDER

CONSTRUCTION

PROJECT

UNIVERSITY OF BATH

11 HV

D = 600

10 WEST

C

D=

PTZ

HV

D = 860

0 30

TITLE

PROPOSED DRAINAGE LAYOUT 01

S LE AB

512

C

12

OM FR

13 C RE

MANNWILLIAMS

ES BL CA

C

RD CO

HV

REFER TO MW DRAWING 6505_504 FOR DETAILED ZONE 2 DRAINAGE

CONSULTING CIVIL AND STRUCTURAL ENGINEERS 7 OLD KING STREET QUEEN SQUARE BATH BA1 2JW T 01225 464419

TO MAIN SEWER CONNECTION - SEE DRAWING 6505_501

SWALE

F 01225 448651 E [email protected]

C DRAWN

CHKD

SIZE

SCALE

DATE

RJC

CW

A1

1 : 200

APR 2014

GENERALLY NO DRAINAGE IS TO PASS THROUGH PADS. RWP PASS ABOVE PADS FWP PASS BETWEEN PADS AT PERIMETER OF BUILDING

STATUS

TENDER PROJECT

6505

DRAWING

REV

502

T2

NOTES

FOUL WATER MANHOLE SCHEDULE

181.500 178.925 180.000 178.820 180.000 178.800 180.000 178.775

180.625 178.595 180.625 178.525 180.625 178.385 180.625 178.310 180.000 176.615 179.740 176.340 179.740 175.295 181.500 174.445 177.000 174.135 176.650 173.970

CONCRETE

3.295

225 DIA

CONCRETE

2.970

225 DIA

CONCRETE

2.785

225 DIA

CONCRETE

2.700

225 DIA

CONCRETE

2.725

225 DIA

CONCRETE

3.365

225 DIA

CONCRETE

2.575

150 DIA

CONCRETE

1.180

150 DIA

CONCRETE

1.200

150 DIA

CONCRETE

1.225

225 DIA

CONCRETE

1.935

225 DIA

CONCRETE

2.030

4. All dimensions to be checked on site and any discrepancies reported to the engineer before any work commences 5. Only figured or calculated dimensions should be used and no drawings, in any format should be scaled

ACO DRAIN TO BASE OF STAIRS

B

A 150Ø -1:80

SW

225 DIA

CONCRETE

2.100

225 DIA

CONCRETE

2.240

225 DIA

CONCRETE

2.315

225 DIA

CONCRETE

3.385

225 DIA

CONCRETE

3.400

225 DIA

CONCRETE

4.445

225 DIA

CONCRETE

7.055

225 DIA

CONCRETE

2.865

225 DIA

CONCRETE

2.680

225 DIA

SW

M

M

150Ø -1:2

2 H0

SW

3 H0

M

1 H0

RWP REMAINS OUTSIDE BUILDING AT LEVEL 1

150Ø -1:80

SW

M FW

RODDABLE TRAPPED FLOOR GULLEY

3.

181.500 178.855 181.500 178.590 180.340 178.210 180.000 178.055 180.000 177.950 180.000 177.690 180.000 177.415 181.500 179.140 180.000 178.245 179.910 178.100 180.560 177.980 181.200 177.810 180.000 177.550 179.500 177.130

1.785

150 DIA

CONCRETE

2.300

150 DIA

CONCRETE

1.080

150 DIA

CONCRETE

2.645

150 DIA

CONCRETE

2.910

225 DIA

CONCRETE

2.130

225 DIA

CONCRETE

1.945 2.050

225 DIA

CONCRETE

2.310

225 DIA

CONCRETE

2.585

225 DIA

5. 6. 7.

TOE OF RETAINING WALL LOCALLY OMITTED FOR PLACEMENT OF MANHOLE RODDABLE TRAPPED SHOWER GULLIES

ROCKER PIPES TO BOTH PIPES, BOTH SIDES OF THE WALL

KEY DENOTES PROPOSED FOUL WATER DRAINAGE

RWP

DENOTES PROPOSED STORM WATER DRAINAGE

3 ACO DRAIN ACROSS DOOR OPENING

SW

M

4 H0

RODDABLE TRAPPED GULLY

ACO DRAIN TO BOTTOM OF RAMP

RODDABLE TRAPPED GULLIES

SW

150Ø -1:49

RODDABLE TRAPPED SHOWER GULLIES

150Ø -1:40

SVP WITH RODDING POINT

DENOTES PROPOSED LAND DRAINAGE

2No. BACKDROP CONNECTIONS

SVP WITH RODDING POINT

ABOVE GROUND SINK CONNECTION

M

M FW

ABOVE GROUND SINK CONNECTION SVP WITH RODDING POINT

DENOTES PROPOSED FOUL WATER MANHOLE

3 H1

ACO DRAIN ACROSS DOOR OPENINGS

DENOTES PROPOSED STORM WATER MANHOLE

DENOTES EXISTING FOUL WATER DRAINAGE

1 H1

DENOTES EXISTING STORM WATER DRAINAGE DENOTES ABANDONED FOUL WATER DRAINAGE

RODDABLE TRAPPED GULLY

150Ø LAND DRAIN PERFORATED PIPE WITH GRANULAR BACK FILL

225 DIA

CONCRETE

4.

150Ø LAND DRAIN PERFORATED PIPE WITH GRANULAR BACK FILL

RODDING EYE

CONCRETE

0 H1

RODDABLE TRAPPED FLOOR GULLEY

DENOTES ABANDONED STORM WATER DRAINAGE RODDABLE TRAPPED GULLY

M FW

2 H1

4

FWMH

FOUL WATER MANHOLE TO ADOPTABLE STANDARDS - SEE SCHEDULE FOR SIZE

FWIC

FOUL WATER PROPRIETARY POLYPROPYLENE INSPECTION CHAMBER

150Ø -1:40

RODDABLE TRAPPED GULLY

STORM WATER MANHOLE TO ADOPTABLE STANDARDS - SEE SCHEDULE FOR SIZE

SWMH

STORM WATER PROPRIETARY POLYPROPYLENE INSPECTION CHAMBER

SWIC

CONCRETE CONCRETE

2.360 1.755

150 DIA 150 DIA

CONCRETE

1.810

150 DIA

CONCRETE

2.580

150 DIA

CONCRETE

3.390

225 DIA

CONCRETE

2.450

225 DIA

CONCRETE

2.370

225 DIA

M FW

SVP WITH RODDING POINT 150Ø -1:40

180.130 179.050

M FW

150Ø -1:40

LARGEST DEPTH CONNECTING (m) PIPE 0.295 150 DIA

All pipework to be 150mmØ Osma Ultrarib or clayware, e.g. Hepworth, unless noted otherwise. Inspection chambers to be Wavin Tegra 600 surrounded in mass concrete. Refer to drawing 'Bath Buried Services Feb 2012' for existing services. All external manholes/ inspection chambers to have D400 lids, painted. For proposed external levels refer to architects landscape drawing. Aco channel drains to be 150mm deep with C250 covers to architects requirements. All drainage to be CCTV surveyed on completion with manhole lid levels and invert survey and photographed for inclusion in the O & M to the satisfaction of the client.

2.

RODDABLE TRAPPED FLOOR GULLEY

150Ø -1:40

03

DRAINAGE NOTES 1.

150Ø -1:40

3 H1

FOR SERVICE CLASHES SEE MANN WILLIAMS DRAWING 6505_501

ACO DRAIN ACROSS DOOR OPENING REV

SVP WITH RODDING POINT

ACO DRAIN TO BOTTOM OF RAMP

ACO DRAIN ACROSS DOOR OPENING

SVP WITH RODDING POINT

150Ø LAND DRAIN PERFORATED PIPE WITH GRANULAR BACK FILL

BY

DATE

T1

ISSUED FOR DRAFT TENDER

D E S CR I P T I O N

RJC

29.04.14

T2

ISSUED FOR TENDER

RJC

16.05.14

1No. BACKDROP CONNECTION

RWP

150Ø -1:40

SW

M

4 H1

5

150Ø -1:40

150Ø -1:80 4No. BACKDROP CONNECTIONS 150Ø -1:80

SW

M FW

2 H0

M

5 H0

150Ø -1:80 SW

M

M FW

SVP WITH RODDING POINT

6 H0

150Ø -1:80 M FW

3 H0

RWP

150Ø LAND DRAIN PERFORATED PIPE WITH GRANULAR BACK FILL

4 H1

P-PRELIMINARY

T-TENDER

CONSTRUCTION

PROJECT

2No. BACKDROP CONNECTIONS

UNIVERSITY OF BATH 10 WEST

6

TITLE

PROPOSED DRAINAGE LAYOUT

3No. BACKDROP CONNECTIONS

ZONE 1

SVP WITH RODDING POINT SW

150Ø -1:40

M

5 H1

2No. BACKDROP CONNECTIONS

MANNWILLIAMS 225Ø -1:80

181.500 179.200

COMMENTS

2No. BACKDROP CONNECTIONS

RODDABLE TRAPPED FLOOR GULLEY

1 H0

512

MATERIAL CONCRETE

2 H1

1

2

150Ø LAND DRAIN PERFORATED PIPE WITH GRANULAR BACK FILL M FW

CONSULTING CIVIL AND STRUCTURAL ENGINEERS 7 OLD KING STREET QUEEN SQUARE BATH BA1 2JW T 01225 464419

5 H1

F 01225 448651 E [email protected]

7

DRAWN

CHKD

SIZE

SCALE

DATE

RJC

CW

A1

1 : 100

APR 2014

STATUS

225Ø -1:80

181.500 179.715

TYPE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1050Ø MANHOLE 1050Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE

M

RWP

150Ø -1:80

EASTING (m)

MANHOLE INVERT LEVEL IS OUT OF THE INTERACTION ZONE FOR BOTH 8 WEST & 10 WEST FOUNDATIONS

THIS SECTION OF PIPE LIKELY TO BE VISIBLE IN FINISHES - ALLOW FOR SPECIAL, E.G. STAINLESS STEEL BOX PIPE ACROSS BASEMENT ROOF

ACO DRAIN ACROSS DOOR OPENING

150Ø -1:80

REF. SWMH 01 SWMH 02 SWMH 03 SWMH 04 SWMH 05 SWMH 06 SWMH 07 SWMH 08 SWMH 09 SWMH 10 SWMH 11 SWMH 12 SWMH 13 SWMH 14 SWMH 15 SWMH 16 SWMH 17 SWMH 18

150Ø LAND DRAIN PERFORATED PIPE WITH GRANULAR BACK FILL

ACO DRAIN ACROSS DOOR OPENINGS

SURFACE WATER MANHOLE SCHEDULE COVER INVERT LEVEL LEVEL (m) (m) NORTHING (m) 183.880 183.585

UP

SHALLOW MANHOLE IN PEDESTRIAN ONLY AREA CLIENT TO CONSIDER USING PLASTIC INSPECTION CHAMBER

02

180.625 178.690

225 DIA

150Ø -1:69

180.000 176.635

3.660

150Ø -1:80

180.000 177.275

CONCRETE

3. Any ambiguities or discrepancies between this drawing and any other information given elsewhere must be reported to Mann Williams for clarification before work proceeds

150Ø -1:79

180.000 177.300

150 DIA

2. All drawings are to be read in conjunction with the project specification with all works carried out in accordance with the latest British Standards and codes of practice

E

150Ø -1:80

180.250 177.465

3.360

D

225Ø -1:80

180.530 177.560

CONCRETE

C

225Ø -1:80

180.975 177.680

COMMENTS

TENDER SVP WITH RODDING POINT

225Ø -1:80

181.500 177.840

MATERIAL CONCRETE

150Ø -1:40

181.500 178.140

TYPE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE

150Ø -1:80

EASTING (m)

LARGEST DEPTH CONNECTING (m) PIPE 1.555 150 DIA

512

REF. FWMH 01 FWMH 02 FWMH 03 FWMH 04 FWMH 05 FWMH 06 FWMH 07 FWMH 08 FWMH 09 FWMH 10 FWMH 11 FWMH 12 FWMH 13 FWMH 14 FWMH 15 FWMH 16 FWMH 17 FWMH 18 FWMH 19 FWMH 20 FWMH 21 FWMH 22 FWMH 23 FWMH 24

COVER INVERT LEVEL LEVEL NORTHING (m) (m) (m) 180.000 178.445

1. This drawing is copyright and may not be reproduced without permission of Mann Williams

PROJECT

6505

DRAWING

REV

503

T2

NOTES

C

D

FOUL WATER MANHOLE SCHEDULE

E REF. FWMH 01 FWMH 02 FWMH 03 FWMH 04 FWMH 05 FWMH 06 FWMH 07 FWMH 08 FWMH 09 FWMH 10 FWMH 11 FWMH 12 FWMH 13 FWMH 14 FWMH 15 FWMH 16 FWMH 17 FWMH 18 FWMH 19 FWMH 20 FWMH 21 FWMH 22 FWMH 23 FWMH 24

SVP WITH RODDING POINT 2No. BACKDROP CONNECTIONS

225Ø -1:80

150Ø -1:40

150Ø LAND DRAIN PERFORATED PIPE WITH GRANULAR BACK FILL M FW

5 H1

SVP WITH RODDING POINT

150Ø -1:79

225Ø -1:80

225Ø -1:80

7

150Ø -1:40

M FW

4 H0

M FW

SVP WITH RODDING POINT

150Ø -1:40

150Ø LAND DRAIN PERFORATED PIPE WITH GRANULAR BACK FILL

6 H1

1No. BACKDROP CONNECTION

SVP WITH RODDING POINT RWP

225Ø -1:80

8

SW

6 H1

225Ø -1:80

150Ø LAND DRAIN PERFORATED PIPE WITH GRANULAR BACK FILL

M

9 SVP WITH RODDING POINT

M FW

5 H0

SVP WITH RODDING POINT

REF. SWMH 01 SWMH 02 SWMH 03 SWMH 04 SWMH 05 SWMH 06 SWMH 07 SWMH 08 SWMH 09 SWMH 10 SWMH 11 SWMH 12 SWMH 13 SWMH 14 SWMH 15 SWMH 16 SWMH 17 SWMH 18

10 1No. BACKDROP CONNECTION

225Ø -1:80

SVP WITH RODDING POINT

M FW

SVP WITH RODDING POINT

150Ø -1:40

8 H1

RWP

11 1No. BACKDROP CONNECTION

225Ø -1:80

RWP FROM BIN STORE

SW

180.250 177.465 180.000 177.300 180.000 177.275 180.000 176.635 181.500 178.925 180.000 178.820 180.000 178.800 180.000 178.775 180.625 178.690 180.625 178.595 180.625 178.525 180.625 178.385 180.625 178.310 180.000 176.615 179.740 176.340 179.740 175.295 181.500 174.445 177.000 174.135 176.650 173.970

8 H0

ACO DRAIN ACROSS DOOR OPENING

M

MATERIAL CONCRETE

COMMENTS

CONCRETE

3.360

150 DIA

CONCRETE

3.660

225 DIA

CONCRETE

3.295

225 DIA

CONCRETE

2.970

225 DIA

CONCRETE

2.785

225 DIA

CONCRETE

2.700

225 DIA

CONCRETE

2.725

225 DIA

CONCRETE

3.365

225 DIA

CONCRETE

2.575

150 DIA

CONCRETE

1.180

150 DIA

CONCRETE

1.200

150 DIA

CONCRETE

1.225

225 DIA

CONCRETE

1.935

225 DIA

CONCRETE

2.030

225 DIA

CONCRETE

2.100

225 DIA

CONCRETE

2.240

225 DIA

CONCRETE

2.315

225 DIA

2. All drawings are to be read in conjunction with the project specification with all works carried out in accordance with the latest British Standards and codes of practice 3. Any ambiguities or discrepancies between this drawing and any other information given elsewhere must be reported to Mann Williams for clarification before work proceeds 4. All dimensions to be checked on site and any discrepancies reported to the engineer before any work commences 5. Only figured or calculated dimensions should be used and no drawings, in any format should be scaled

DRAINAGE NOTES

CONCRETE

3.385

225 DIA

CONCRETE

3.400

225 DIA

1.

All pipework to be 150mmØ Osma Ultrarib or clayware, e.g. Hepworth, unless noted otherwise. Inspection chambers to be Wavin Tegra 600 surrounded in mass concrete. Refer to drawing 'Bath Buried Services Feb 2012' for existing services. All external manholes/ inspection chambers to have D400 lids, painted. For proposed external levels refer to architects landscape drawing. Aco channel drains to be 150mm deep with C250 covers to architects requirements. All drainage to be CCTV surveyed on completion with manhole lid levels and invert survey and photographed for inclusion in the O & M to the satisfaction of the client.

2. 3.

CONCRETE

4.445

225 DIA

CONCRETE

7.055

225 DIA

CONCRETE

2.865

225 DIA

CONCRETE

2.680

225 DIA

4. 5. 6. 7.

KEY

7 H1

EASTING (m)

COVER INVERT LEVEL LEVEL (m) (m) NORTHING (m) 183.880 183.585 181.500 179.715 181.500 179.200 180.130 179.050 181.500 178.855 181.500 178.590 180.340 178.210 180.000 178.055 180.000 177.950 180.000 177.690 180.000 177.415 181.500 179.140 180.000 178.245 179.910 178.100 180.560 177.980 181.200 177.810 180.000 177.550 179.500 177.130

TYPE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1050Ø MANHOLE 1050Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE

MATERIAL CONCRETE

DENOTES PROPOSED FOUL WATER DRAINAGE

COMMENTS

1.785

150 DIA

CONCRETE

2.300

150 DIA

CONCRETE

1.080

150 DIA

CONCRETE

2.645

150 DIA

CONCRETE

2.910

225 DIA

CONCRETE

2.130

225 DIA

CONCRETE

1.945

225 DIA

CONCRETE

DENOTES PROPOSED STORM WATER DRAINAGE

LARGEST DEPTH CONNECTING (m) PIPE 0.295 150 DIA

CONCRETE

2.050

DENOTES PROPOSED LAND DRAINAGE

DENOTES PROPOSED FOUL WATER MANHOLE

DENOTES PROPOSED STORM WATER MANHOLE

DENOTES EXISTING FOUL WATER DRAINAGE DENOTES EXISTING STORM WATER DRAINAGE DENOTES ABANDONED FOUL WATER DRAINAGE DENOTES ABANDONED STORM WATER DRAINAGE FWMH

FOUL WATER MANHOLE TO ADOPTABLE STANDARDS - SEE SCHEDULE FOR SIZE

FWIC

FOUL WATER PROPRIETARY POLYPROPYLENE INSPECTION CHAMBER

225 DIA

CONCRETE

2.310

225 DIA

CONCRETE

2.585

225 DIA

CONCRETE

2.360

150 DIA

CONCRETE

1.755

150 DIA

CONCRETE

1.810

150 DIA

CONCRETE

2.580

150 DIA

CONCRETE

3.390

225 DIA

CONCRETE

2.450

225 DIA

CONCRETE

2.370

225 DIA

225Ø -1:80

SW

M

STORM WATER MANHOLE TO ADOPTABLE STANDARDS - SEE SCHEDULE FOR SIZE

SWMH

STORM WATER PROPRIETARY POLYPROPYLENE INSPECTION CHAMBER

SWIC

FOR SERVICE CLASHES SEE MANN WILLIAMS DRAWING 6505_501 REV

BY

DATE

T1

ISSUED FOR DRAFT TENDER

D E S CR I P T I O N

RJC

29.04.14

T2

ISSUED FOR TENDER

RJC

16.05.14

P-PRELIMINARY

T-TENDER

CONSTRUCTION

PROJECT

GULLY

M FW

12

225Ø -1:81

225Ø -1:80

UNIVERSITY OF BATH

0 H2

10 WEST

150Ø -1:40 SVP WITH RODDING POINT 0.75m DEEP x 3.3m WIDE x 25.0m LONG SOAKAWAY FORMED FROM AQUACELL PLASTIC CRATES

ACO DRAIN ACROSS DOOR OPENING

HIGH LEVEL PIPE OVER SVP FROM ABOVE

1No. BACKDROP CONNECTION

M FW

SW

M

9 H0

8 H0

225Ø -1:80 M FW

225Ø -1:51 SW

M

9 H0

M FW

0 H1 SW

M

TITLE

PROPOSED DRAINAGE LAYOUT ZONE 2

13

9 H1

225Ø

SW

M

8 H1

PIPE INLET LEVEL T.B.C. DEPENDANT ON FINAL GROUND LEVELS

MANNWILLIAMS CONSULTING CIVIL AND STRUCTURAL ENGINEERS 7 OLD KING STREET QUEEN SQUARE BATH BA1 2JW T 01225 464419

1 H1

1No. BACKDROP CONNECTION

-

M FW

7 H0

EXACT SWALE LOCATION TO BE CONFIRMED WITH LANDSCAPE TEAM FINAL LEVELS OF THIS AREA REQUIRED

F 01225 448651

512

TRAPPED GULLY FROM BIN STORE

180.530 177.560

7 H1

225Ø -1:80

7 H0

M FW

180.975 177.680

TYPE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE 1200Ø MANHOLE

LARGEST DEPTH CONNECTING (m) PIPE 1.555 150 DIA

SURFACE WATER MANHOLE SCHEDULE

CONCRETE ENCASE SHALLOW DEPTH LAND DRAIN RUN

6 H0

181.500 177.840

150Ø -1:40

225Ø -1:80 M

181.500 178.140

1No. BACKDROP CONNECTION

M FW

SW

EASTING (m)

COVER INVERT LEVEL LEVEL NORTHING (m) (m) (m) 180.000 178.445

1. This drawing is copyright and may not be reproduced without permission of Mann Williams

E [email protected] DRAWN

CHKD

SIZE

SCALE

DATE

RJC

CW

A1

1 : 100

APR 2014

STATUS

TENDER PROJECT

6505

DRAWING

REV

504

T2

NOTES

39

45

45 30

30

FGL

30

39

36

17 44

-

5. All drawings to be read in conjunction with the project specification with all works carried out in accordance with the latest British Standards and codes of practice

15

31

.

END OF RUN LOCATION

.

32

40

A

19

32

32

1:20

4. Any ambiguities or discrepancies between this drawing and any other information given elsewhere must be reported to Mann Williams for clarification before work proceeds

26

40

DETAIL

3. All dimensions to be checked on site and any discrepancies reported to the engineer before work commences

SURROUND PIPE IN CONCRETE WHERE PIPE HAS LESS THAN 300mm COVER TO UNDERSIDE OF GROUND SUPPORTED SLAB OR SUSPENDED FLOOR VOID

27

40 CONTINUING PIPE AT INTERMEDIATE LOCATION

19

2. This drawing is not to be scaled

17

0.45m MINIMUM

30 32 28 29

0.5m MINIMUM

17

42

FFL

SSL

100

FGL

0.275m MINIMUM

SSL

38

FFL

35

100

FGL

0.485m MINIMUM

SSL

38

41

16

FFL

FFL

SSL

41

1. This drawing is copyright and may not be reproduced without the permission of Mann Williams

16

DIRECT RAINWATER CONNECTION

DETAIL

B

1:20

-

DIRECT RAINWATER CONNECTION THROUGH GULLY

DETAIL

C

1:20

-

EXTERNAL SINK WASTE INTO TRAPPED BACK INLET GULLY

DETAIL 1:20

RODDING POINT

D -

DETAIL

E

1:20

-

INTERNAL SINK WASTE PIPE CONNECTION

67 155

62

68

FGL

21

FINISHED SURFACE LEVEL

67

FGL

25

48

20 16

168

FFL

24

27 23

17

23 19

15

15

F

1:20

-

INTERNAL S.V.P OUTLET

NOTES: Insitu concrete generally to be GEN4 S.R.P.C. designated mix, thoroughly compacted. Insitu reinforced concrete to be RC35 designated mix, ONLY when specified. Where sulphates present, Consulting Engineer to confirm concrete & mortar specification.

4.

All insitu concrete to be thoroughly compacted.

5.

For types and sizes of pipes and fittings refer to drainage layout and schedule.

6.

7.

8.

9.

60 58

Drainage pipes and fittings to be Hepworth vitrified clay and PVCu, or Wavin Osma PVCu or other equal and approved. Refer to drainage layout and schedules for details of manufacturer and specification. Manhole width should be increased for pipes larger than 150mmØ to give 225mm benching each side with brickwork or precast masonry units corbelled to suit over.

All covers to be stamped 'FW' of 'SW' as appropriate.

10. The design of manholes will need to comply with the undertaker's safety policy. 11. Boxed arrows indicate minimum invert depth for use when calculating drainage levels.

G

1:20

-

DEPTH OF PIPE COVER Pipes laid at shallow depths should be adequately protected. Where pipes laid less than 1000mm below formation level, or less than 900mm in fields & gardens, protection should be provided. Rigid Pipes:- 100mmØ with less than 300mm cover, or 150Ø pipes or greater with less than 600mm cover should be surrounded in 150mm of concrete with joints at 5000mm maximum centres. Flexible Pipes:- with less than 600mm cover, NOT under a road, should be protected with a layer of concrete paving slabs with at least 75mm layer of granular material between pipe and slab, or surrounded in 150mm concrete. Flexible pipes under roads with less than 900mm cover should be protected in reinforced concrete bridging slabs of adequate strength.

01

Table 1:

02

03

04

Rocker Pipe Effective Length (m)

150 to 600 675 to 750 750 and over

0.6 1.0 1.25

06 07

Table 2: Largest Pipe Diameter in Manhole (mm) Less than 375

Internal Diameter of Manhole (mm) 1200 (1050 where depth to soffit is 1.35 - 1.5m) 1350 1500 1800

375 to 450 500 to 700 750 to 900

GROUND FLOOR W.C. OUTLET DEPTH TO SOFFIT LESS THAN 1.0m 900mm x 600mm minimum clear opening with Class D400 or Class B125 ductile iron cover and frame to BS EN 124, see drainage schedule.

11 12

05

Nominal Diameter (mm)

Manhole length consider side with greater number of branches, allow 300mm for each 100mm or 150mmØ branch plus adequate allowance at downstream end for angle of entry. Manholes with curved channels require special requirements.

06

13

57

64

54

1220mm x 685mm minimum clear opening with Class D400 or Class B125 ductile iron cover and frame to BS EN 124, see drainage schedule. Where approved by the Adopting Council/ Undertaker, PVCu pipes and fitting may be submitted for clayware pipes shown. When PVCu pipes are used, concrete bed and surround MUST be extended a minimum of 600mm from the inside face of the chamber, see drainage schedules. 1:3 cement and sand mortar haunching & bedding to cover frame. Benching slope to be 1 in 10 to 1 in 30 of 20mm minimum thickness high strength GEN4 S.R.P.C. granolithic concrete topping to be brought up to a dense smooth finish with a steel trowel, neatly shaped to all connections. Inverts formed generally using channel pipes. Flexible joint to be as close as practicable to outside face of manhole to permit satisfactory joint and subsequent movement.

08

Rocker pipe, refer to table 1 for details.

09

Brickwork or precast masonry unit corbelled to suit cover to a maximum of 30mm per course.

10

215mm minimum thickness solid class B engineering brickwork in English bond, or precast masonry units, with fully filled joints in 1:3 cement & sand mortar, flush jointed as work proceeds.

13 14

SECTION

H

1:20

---

1:20

1:20

Minimum 150mm GEN4 S.R.P.C. designated mix insitu concrete bed. Minimum 75mm concrete blinding to be provided • to protect the bottom of the excavation if there is a delay in pouring structural concrete. • to provide sufficient support to ensure cover is maintained to reinforcement where required. • where excavation has been slightly over dug. • where localised soft spots have been removed.

25

WC pan connector.

37

Incoming surface water drain.

38

Square hopper with back inlet and alloy grid or sealing plate.

27

Seal around pipe where passing through damp proof membrane.

Pipe joint with channel to be located 100mm inside face of manhole.

28

45 degree bend.

29

Oblique 45 degree junction.

Double steps to BS 1247, Parts 1, 2 & 3. OR, polypropylene encapsulated steps.

Adaptor/ reducer. Pipe cut to required length.

Rest bend, for use up to two storey only. Access pipe fitting.

21

110mm diameter soil vent pipe.

150mm selected dug or granular material backfill packed and rammed firmly around pipes and fittings until adequate support achieved.

31

100mm bed of suitable as dug or granular material.

32

Concrete bed and surround will be required only where fittings are installed in soft landscaped areas subjected to heavy construction traffic.

33

225/250mm diameter shallow inspection chamber providing inverts up to 600mm in plastic or vitrified clay; vitrified clay invert can be increased to 750mm when means of access required for rodding only.

22

Prestressed concrete lintel(s) positioned to provide a minimum of 50mm clearance around pipe.

34

6mm calcium silicate board permanent shuttering each side of wall.

35

39 40

41

30

Flexible joint and rocker pipe 600MM maximum overall length.

20

23

K ---

Short radius 90 degree bend.

16

19

SECTION

36

Minimum 150mm think GEN4 concrete surround.

18

J

Waste manifold where required.

26

Grade C light duty sealed plastic or alloy cover and frame for use in areas inaccessible for motor vehicles. Grade C light duty oval cover, sealing ring & rodding eye in 100mm insitu concrete surround set level with finished ground level.

51

Construction joint.

52

Bottom chamber section to be built into base concrete minimum 100mm. Minimum distance between top of pipe and underside of precast chamber to be 100mm.

54

Short length pipe to be similar length to rocker pipe.

PVCu rainwater down pipe. (CSS)

55

Self cleaning toe holes to be provided in benching of sewer where channel exceeds 600mm wide.

Curved square junction.

44

Low back 'P' trap.

45

PVCu waste pipe.

46

Square hopper with sealing plate. 600mm minimum clear opening with class D400 or class B125 ductile iron cover & frame to BS EN 124. Refer to drainage schedule. Class B engineering brick or precast concrete masonry units or precast concrete cover frame seating rings, 4 courses maximum or 2 courses min. Precast concrete chamber sections and cover slab, all to BS 5911: Part 200, to be bedded with mortar, proprietary bitumen or resin mastic sealant.

62

63

53

43

49

Reinforced concrete cover and reducing slab bedded with mortar, proprietary bitumen or resin mastic sealant.

100mm bed of selected as dug or granular material; if ground conditions unstable (Site Control to confirm) use 100mm bed of GEN4 designated mix insitu concrete.

Insitu concrete dished surround where required as indicated on working drawings.

48

50

Cement mortar joint/ infill.

42

47

15

---

24

Insitu concrete surround carried up to underside of ground supported slab or to SSL with beam and block floor, flooring blocks omitted locally to allow insitu concrete to carry through.

65

SECTION

Brick arch over pipe.

15

17

PRECAST CONCRETE INSPECTION CHAMBER

0Ø

15

150

07

17

DETAIL

28

59

150 max

17

DETAIL

3.

450mmØ

18

26

150 max

2.

53

MINIMUM BASE THICKNESS

18

26

1.

51

150

19

22

VA RIA SL BLE. OP M E 1 INI IN MU 10 M

22

0.45m MINIMUM

27

0.45m MINIMUM

17

66

52

FGL

FGL

900

SSL

50

FFL

SSL

61

63

ROAD GULLY

Cover and frame for light duty use to be precast concrete to BS 5911: Part 200, for heavy duty locations use metal cover and frame on engineering brick shaft on flat top reducer. Covers and frames to be initially bedded loose for final adjustment to suit finished levels. Where chambers constructed wholly above the water table, rebated joints to be sealed in 1:3 cement and sand mortar. In water logged ground or where water table is above the base, joints should be made water tight with a rubber/ bitumen flexible jointing compound. Where chambers are constructed in unstable ground (site control are to confirm) or likely to be subjected to exceptional or eccentric loads a 150mm think GEN 4 concrete surround should be provided after jointing with 1:3 cement and sand mortar.

Minimum 225mm GEN4 S.R.P.C. Designated mix insitu concrete bed, on minimum 75mm concrete blinding.

64

Rocker pipe.

57

GEN 4 Designated mix insitu concrete bed.

65

Precast concrete road gully to BS5911: Part 230.

58

20mm minimum thickness 1:3 cement and sand rendering.

66

Mild steel stopper and chain galvanised to BS 479.

Rocker pipes 600mm maximum overall length required to entry and exits to accommodate differential movement, where considerable differential movement anticipated several rocker pipes should be laid and the gradient should if necessary be increased locally to avoid possibility of a back fall developing.

67

Road and pavement surfacing and kerbs as detailed on road cross section drawings.

60

Benching slope to be no flatter than 1:12.

69

61

Precast concrete chamber system comprising chamber wall sections, reducer slabs & shaft wall sections to BS 5911: Part 200.

70

56

59

68

71

Round or square polypropylene or vitrified clay gully.

Inlet adaptors to be used to connect 100mm diameter pipes to 150mm inlets.

81

Unused inlets to be sealed with a blanking off plug.

Round or square gully grid; black cast iron to drives with a bituminous surface and alloy finish elsewhere.

82

Ensure cover loads are taken in concrete collar only when used.

73

Catchment bucket.

83

Backdrop pipe set vertically.

74

Minimum 100mm thick GEN 4 concrete surround.

75

77

78

79

Rubber plug.

80

72

76

Road gully grating and frame to BS EN 124 Grade A or B, as required by Highways Authority, set in 1:3 cement and sand mortar centrally over gully chamber.

Round or square road gully with grating and frame to BS EN 124, Grade B as detailed on drainage layout and schedules, set in 1:3 cement and sand mortar centrally over gully chamber.

100mm bed of selected as dug or granular material; if ground conditions are unstable (site control to confirm) use 150mm bed of GEN 4 designated mix insitu concrete, placing chamber in position whilst concrete is still wet in order that it may adopt the shape of the chamber base.

Minimum of two rocker pipes; additional rocker pipes may be necessary to accommodate transition of pipe gradient to vertical downpipe. Care to be taken to maintain flexibility of joints.

84

Splash guard/pipe stopper in rodding eye attached to chain bolted to wall if required by the undertaker/ council.

85

Inspection chamber base with 100 or 150mm diameter drain connections. Polypropylene inspection chamber shaft providing set inverts using standard height sections or intermediate inverts by site cutting shaft sections to the required height. 150mm minimum width GEN4 designated mix insitu concrete collar around top of shaft to provide seating for cover and frame in unadopted hard landscaped areas; concrete collar not required in unadopted soft landscaped areas, unless accessed by construction vehicles. Grade C light duty cast iron circular cover in a plastic frame in unadopted areas in accessible to motor vehicles; in unadopted hard landscaped areas use Grade B1 or B2 cast iron circular covers and frames to BS EN 124, as detailed in the layout & schedules. REV

DESCRIPTION

T1 T2

BY

DATE

GED RJC

29.04.14 16.05.14

N1

L1 62

ISSUED FOR DRAFT TENDER ISSUED FOR TENDER

---

---

FGL

47

FGL

FGL

04

FGL

43

17

675 max

675 max

48

85

14

52 51

49

14

CAST INTEGRAL WITH MANHOLE 15 SURROUND

15 03

05 20

53

VARIABLE DIAMETER, REFER TO TABLE 2

INVERT OF RODDING EYE IS TO BE NO GREATER THAN 1.5 m ABOVE TOP OF BENCHING

63

84

250

61

49

250

250

CHAMBER HEIGHT NOT LESS THAN 900mm

50

500 min

225 min

53

600 max

83

13

60 58 150

10 WEST

TITLE

DRAINAGE DETAILS

L1 ---

06

MANN WILLIAMS

36

52 225

54

51

55

N1 ---

06

TO BARREL OF PIPE

13

57

UNIVERSITY OF BATH

100

64 06

MINIMUM BASE THICKNESS

07

CONSTRUCTION

PROJECT

SHEET 1

51

59

T-TENDER

P-PRELIMINARY

CONSULTING CIVIL AND STRUCTURAL ENGINEERS

12 56

08

07

54

56

54

07

4 PALACE YARD MEWS BATH BA1 2NH T +44 (0)1225 464419 F +44 (0)1225 448651 E [email protected]

08 DRAWN

CHKD

SIZE

SCALE

DATE

RCJ

PB

A1

NTS

APRIL 14

STATUS

SECTION

L

1:20

---

PRECAST CONCRETE MANHOLE DEPTH TO SOFFIT 1.0 TO 2.7m MAXIMUM

SECTION

M

SECTION

N

1:20

---

1:20

---

PRECAST CONCRETE RING MANHOLE DETAIL DEPTH TO SOFFIT 1.45 TO 3.0m MAXIMUM

SECTION 1:20

N1 ---

SECTION

P

1:20

---

BACKDROP MANHOLE

TENDER PROJECT

DRAWING

REV

6505

511

T2

NOTES 1. This drawing is copyright and may not be reproduced without the permission of Mann Williams 2. This drawing is not to be scaled

1

3. All dimensions to be checked on site and any discrepancies reported to the engineer before work commences

2

4. Any ambiguities or discrepancies between this drawing and any other information given elsewhere must be reported to Mann Williams for clarification before work proceeds 5. All drawings to be read in conjunction with the project specification with all works carried out in accordance with the latest British Standards and codes of practice .

.

INLET PIPE 1200

WRAP TO CONTINUE 1m INTO ADJACENT LANDSCAPE

RWP EXITS AT LEVEL 1

DRY SWALE BED PLANTED UP. 1.2 m DEEP x 25 m LONG. FREE VOLUME 83.5m3

SHS RUNS FLAT INTO MANHOLE

LARGE GRANULAR BACKFILL UNDER TOPSOIL

RC COLUMN

STAINLESS STEEL 150x150 SHS ACTING AS STORM PIPE IN FINISHES

RC UPSTAND

FGL

500

SSL (LEVEL 1)

750

TERRAM GEO FILTER WRAP CRATES

SOAKAWAY FORMED FROM AQUACELL PLASTIC CRATES, TOTAL 25m LENGTH

RC RETAINING WALL

3300 FILTRATION INTO GROUND

NOTES: 1. 2. 3.

Insitu concrete generally to be GEN4 S.R.P.C. designated mix, thoroughly compacted. Insitu reinforced concrete to be RC35 designated mix, ONLY when specified. Where sulphates present, Consulting Engineer to confirm concrete & mortar specification.

4.

All insitu concrete to be thoroughly compacted.

5.

For types and sizes of pipes and fittings refer to drainage layout and schedule.

6.

7.

8.

9.

Drainage pipes and fittings to be Hepworth vitrified clay and PVCu, or Wavin Osma PVCu or other equal and approved. Refer to drainage layout and schedules for details of manufacturer and specification.

DISTRIBUTION PIPE

SECTION

01

1:20

502

DEPTH OF PIPE COVER Pipes laid at shallow depths should be adequately protected. Where pipes laid less than 1000mm below formation level, or less than 900mm in fields & gardens, protection should be provided. Rigid Pipes:- 100mmØ with less than 300mm cover, or 150Ø pipes or greater with less than 600mm cover should be surrounded in 150mm of concrete with joints at 5000mm maximum centres. Flexible Pipes:- with less than 600mm cover, NOT under a road, should be protected with a layer of concrete paving slabs with at least 75mm layer of granular material between pipe and slab, or surrounded in 150mm concrete. Flexible pipes under roads with less than 900mm cover should be protected in reinforced concrete bridging slabs of adequate strength.

Manhole width should be increased for pipes larger than 150mmØ to give 225mm benching each side with brickwork or precast masonry units corbelled to suit over. Manhole length consider side with greater number of branches, allow 300mm for each 100mm or 150mmØ branch plus adequate allowance at downstream end for angle of entry. Manholes with curved channels require special requirements. All covers to be stamped 'FW' of 'SW' as appropriate.

10. The design of manholes will need to comply with the undertaker's safety policy. 11. Boxed arrows indicate minimum invert depth for use when calculating drainage levels.

01

Nominal Diameter (mm) 150 to 600 675 to 750 750 and over

02

03

04

Rocker Pipe Effective Length (m) 0.6 1.0 1.25

06 07

Table 2: Largest Pipe Diameter in Manhole (mm) Less than 375 375 to 450 500 to 700 750 to 900

Internal Diameter of Manhole (mm) 1200 (1050 where depth to soffit is 1.35 - 1.5m) 1350 1500 1800

900mm x 600mm minimum clear opening with Class D400 or Class B125 ductile iron cover and frame to BS EN 124, see drainage schedule.

11 12

05

Table 1:

SWALE

1220mm x 685mm minimum clear opening with Class D400 or Class B125 ductile iron cover and frame to BS EN 124, see drainage schedule. Where approved by the Adopting Council/ Undertaker, PVCu pipes and fitting may be submitted for clayware pipes shown. When PVCu pipes are used, concrete bed and surround MUST be extended a minimum of 600mm from the inside face of the chamber, see drainage schedules. 1:3 cement and sand mortar haunching & bedding to cover frame. Benching slope to be 1 in 10 to 1 in 30 of 20mm minimum thickness high strength GEN4 S.R.P.C. granolithic concrete topping to be brought up to a dense smooth finish with a steel trowel, neatly shaped to all connections. Inverts formed generally using channel pipes. Flexible joint to be as close as practicable to outside face of manhole to permit satisfactory joint and subsequent movement.

08

Rocker pipe, refer to table 1 for details.

09

Brickwork or precast masonry unit corbelled to suit cover to a maximum of 30mm per course.

10

215mm minimum thickness solid class B engineering brickwork in English bond, or precast masonry units, with fully filled joints in 1:3 cement & sand mortar, flush jointed as work proceeds.

13 14

Waste manifold where required.

36

Short radius 90 degree bend.

Minimum 150mm GEN4 S.R.P.C. designated mix insitu concrete bed. Minimum 75mm concrete blinding to be provided • to protect the bottom of the excavation if there is a delay in pouring structural concrete. • to provide sufficient support to ensure cover is maintained to reinforcement where required. • where excavation has been slightly over dug. • where localised soft spots have been removed.

25

WC pan connector.

37

Incoming surface water drain.

38

Square hopper with back inlet and alloy grid or sealing plate.

27

Seal around pipe where passing through damp proof membrane.

Pipe joint with channel to be located 100mm inside face of manhole.

28

45 degree bend.

29

Oblique 45 degree junction.

30

150mm selected dug or granular material backfill packed and rammed firmly around pipes and fittings until adequate support achieved.

31

100mm bed of suitable as dug or granular material.

Double steps to BS 1247, Parts 1, 2 & 3. OR, polypropylene encapsulated steps.

16

Adaptor/ reducer.

19

Pipe cut to required length.

26

Rest bend, for use up to two storey only. Access pipe fitting.

21

110mm diameter soil vent pipe.

22

Prestressed concrete lintel(s) positioned to provide a minimum of 50mm clearance around pipe. 6mm calcium silicate board permanent shuttering each side of wall.

Insitu concrete surround carried up to underside of ground supported slab or to SSL with beam and block floor, flooring blocks omitted locally to allow insitu concrete to carry through.

32

Concrete bed and surround will be required only where fittings are installed in soft landscaped areas subjected to heavy construction traffic.

33

225/250mm diameter shallow inspection chamber providing inverts up to 600mm in plastic or vitrified clay; vitrified clay invert can be increased to 750mm when means of access required for rodding only.

Flexible joint and rocker pipe 600MM maximum overall length.

20

23

1:20

24

Minimum 150mm think GEN4 concrete surround.

18

02 502

Brick arch over pipe.

15

17

SECTION

34

35

Grade C light duty sealed plastic or alloy cover and frame for use in areas inaccessible for motor vehicles. Grade C light duty oval cover, sealing ring & rodding eye in 100mm insitu concrete surround set level with finished ground level.

39

50

LEVEL 1 RWP IN EXTERNAL FINISHES

Reinforced concrete cover and reducing slab bedded with mortar, proprietary bitumen or resin mastic sealant.

51

Construction joint.

52

Bottom chamber section to be built into base concrete minimum 100mm.

Cement mortar joint/ infill. 100mm bed of selected as dug or granular material; if ground conditions unstable (Site Control to confirm) use 100mm bed of GEN4 designated mix insitu concrete.

53

Minimum distance between top of pipe and underside of precast chamber to be 100mm.

54

Short length pipe to be similar length to rocker pipe.

41

PVCu rainwater down pipe. (CSS)

55

Self cleaning toe holes to be provided in benching of sewer where channel exceeds 600mm wide.

42

Insitu concrete dished surround where required as indicated on working drawings.

56

43

Curved square junction.

44

Low back 'P' trap.

45

PVCu waste pipe.

46

Square hopper with sealing plate.

40

47

48

49

600mm minimum clear opening with class D400 or class B125 ductile iron cover & frame to BS EN 124. Refer to drainage schedule. Class B engineering brick or precast concrete masonry units or precast concrete cover frame seating rings, 4 courses maximum or 2 courses min. Precast concrete chamber sections and cover slab, all to BS 5911: Part 200, to be bedded with mortar, proprietary bitumen or resin mastic sealant.

62

63

Cover and frame for light duty use to be precast concrete to BS 5911: Part 200, for heavy duty locations use metal cover and frame on engineering brick shaft on flat top reducer. Covers and frames to be initially bedded loose for final adjustment to suit finished levels. Where chambers constructed wholly above the water table, rebated joints to be sealed in 1:3 cement and sand mortar. In water logged ground or where water table is above the base, joints should be made water tight with a rubber/ bitumen flexible jointing compound. Where chambers are constructed in unstable ground (site control are to confirm) or likely to be subjected to exceptional or eccentric loads a 150mm think GEN 4 concrete surround should be provided after jointing with 1:3 cement and sand mortar.

Minimum 225mm GEN4 S.R.P.C. Designated mix insitu concrete bed, on minimum 75mm concrete blinding.

64

Rocker pipe.

57

GEN 4 Designated mix insitu concrete bed.

65

Precast concrete road gully to BS5911: Part 230.

58

20mm minimum thickness 1:3 cement and sand rendering.

66

Mild steel stopper and chain galvanised to BS 479.

Rocker pipes 600mm maximum overall length required to entry and exits to accommodate differential movement, where considerable differential movement anticipated several rocker pipes should be laid and the gradient should if necessary be increased locally to avoid possibility of a back fall developing.

67

Road and pavement surfacing and kerbs as detailed on road cross section drawings.

60

Benching slope to be no flatter than 1:12.

69

61

Precast concrete chamber system comprising chamber wall sections, reducer slabs & shaft wall sections to BS 5911: Part 200.

70

59

68

Road gully grating and frame to BS EN 124 Grade A or B, as required by Highways Authority, set in 1:3 cement and sand mortar centrally over gully chamber. Round or square polypropylene or vitrified clay gully. Rubber plug.

71

Round or square road gully with grating and frame to BS EN 124, Grade B as detailed on drainage layout and schedules, set in 1:3 cement and sand mortar centrally over gully chamber.

72

Round or square gully grid; black cast iron to drives with a bituminous surface and alloy finish elsewhere.

73

Catchment bucket.

74

Minimum 100mm thick GEN 4 concrete surround.

75

76 77

78

79

80

Inlet adaptors to be used to connect 100mm diameter pipes to 150mm inlets.

81

Unused inlets to be sealed with a blanking off plug.

82

Ensure cover loads are taken in concrete collar only when used.

100mm bed of selected as dug or granular material; if ground conditions are unstable (site control to confirm) use 150mm bed of GEN 4 designated mix insitu concrete, placing chamber in position whilst concrete is still wet in order that it may adopt the shape of the chamber base. Inspection chamber base with 100 or 150mm diameter drain connections. Polypropylene inspection chamber shaft providing set inverts using standard height sections or intermediate inverts by site cutting shaft sections to the required height. 150mm minimum width GEN4 designated mix insitu concrete collar around top of shaft to provide seating for cover and frame in unadopted hard landscaped areas; concrete collar not required in unadopted soft landscaped areas, unless accessed by construction vehicles. Grade C light duty cast iron circular cover in a plastic frame in unadopted areas in accessible to motor vehicles; in unadopted hard landscaped areas use Grade B1 or B2 cast iron circular covers and frames to BS EN 124, as detailed in the layout & schedules. REV

DESCRIPTION

T1 T2 T3

HARDCORE WELL COMPACTED IN 150mm LAYERS

ISSUED FOR DRAFT TENDER ISSUED FOR TENDER SECTION 01 SWALE SECTION ADJUSTED

T-TENDER

P-PRELIMINARY

BY

DATE

GED RJC CW

29.04.14 16.05.14 16.09.14

CONSTRUCTION

PROJECT

UNIVERSITY OF BATH 150mmØ PERFORATED LAND DRAIN PIPE

TERRAM GEOTEXTILE MEMBRANE OR SIMILAR APPROVED

300mm DEPTH OF 40mm SINGLE SIZE GRAVEL BACKFILL

10 WEST

TITLE

DRAINAGE DETAILS SHEET 2 MANN WILLIAMS CONSULTING CIVIL AND STRUCTURAL ENGINEERS

SECTION

03

1:20

502

7 OLD KING STREET QUEEN SQUARE BATH BA1 2JW T 01225 464419 F 01225 448651 E [email protected]

LAND DRAIN DRAWN

CHKD

SIZE

SCALE

DATE

RCJ

PB

A1

NTS

APRIL 14

STATUS

TENDER PROJECT

DRAWING

REV

6505

512

T3