engineering & infrastructure report to support a … · engineering & infrastructure report to...

ENGINEERING & INFRASTRUCTURE REPORT

TO SUPPORT A RESOURCE CONSENT APPLICATION

FOR A PROPOSED MIXED-USE COMMERCIAL AND RESIDENTIAL DEVELOPMENT

54 PARKWAY DRIVE, ROSEDALE 0632

FOR LUCY LI

12460-01

November 2017

8 December 2017 AIREY CONSULTANTS LTD 12460-01 54 Parkway Drive infrastructure report.doc Page ii

Document Control Record

GENERAL INFORMATION - Consultant

Document Prepared By:

Airey Consultants Limited Level 8 19-21 Como Street Takapuna Auckland 0740

T (09) 486 4542 F (09) 489 5455 E [email protected] W aireys.co.nz

This report has been prepared solely for the benefit of Lucy Li. No Liability is accepted by this company or any related company or any employee or sub-consultant of the related company with respect to its use by any other person.

This disclaimer shall apply notwithstanding that the report may be made available to other persons for an application for permission or approval or to fulfil a legal requirement.

Quality Assurance Statement

Lucy Li Proposed mixed-use commercial and residential development 54 Parkway Drive, Rosedale 0632

Prepared by: Jeremie Hooi

Reviewed by: Pieter Stellingwerf

Project Manager: Michael Lee

Approved for issue by: Michael Lee

Revision Schedule

Rev. No. Date Description Prepared by Reviewed by Approved by

mailto:[email protected]:[email protected]

8 December 2017 AIREY CONSULTANTS LTD 12460-01 54 Parkway Drive infrastructure report.doc Page iii

Executive Summary

This report addresses the civil engineering aspects for the proposed mixed-use commercial and residential

development at 54 Parkway Drive, Rosedale. This report concludes that the development can be serviced by the

proposed infrastructure detailed within this report.

The development will be provided with stormwater, wastewater and water supply service, and will be connected to

the local power and telecommunications reticulation.

1

8 December 2017 AIREY CONSULTANTS LTD 12460-01 54 Parkway Drive infrastructure report.doc

Contents

Document Control Records ii

1 Introduction 2 2 Site Description 2

2.1 Location 2 2.2 Titles/Zoning 3 2.3 Topography 3 2.4 Geology 3

3 Proposed Development 3 3.1 Flooding Considerations & Overland Flow Path 4

3.1.1 Flood plain and flood sensitive areas 4 3.1.2 Overland flow paths 4

3.2 Geotechnical Engineering 4 3.3 Earthworks 4

3.3.1 Proposed Earthworks 4 3.4 Access 8

3.4.1 Existing Access 8 3.4.2 Proposed Access 8

3.5 Stormwater 9 3.5.1 Existing Stormwater 9 3.5.2 Proposed Stormwater 9 3.5.3 Stormwater Management and Quality 10

3.6 Wastewater 12 3.6.1 Existing Wastewater 12 3.6.2 Proposed Wastewater 12

3.7 Water Supply 13 3.7.1 Existing Water Supply 13 3.7.2 Proposed Water Supply 13 3.7.3 Water Supply Fire Fighting 14

3.8 Utilities 14 3.8.1 Power 14 3.8.2 Telecommunications 14

4 Summary 15 Appendix A – Airey Consultants Plan 12457-01 Sheets 100 - 400 16 Appendix B – Stormwater Management Calculations 17 Appendix C – Wastewater Connection Calculations 18 Appendix D – Water and Wastewater Planning Assessment 19

2


1 INTRODUCTION

This report covers the engineering aspects for the resource consent application for the proposed mixed-use

commercial and residential development at 54 Parkway Drive, Rosedale.

This Engineering Report identifies the engineering issues related to the proposed development and

highlights the civil works that will be necessary to ensure that the proposed buildings and activities can be

adequately serviced.

2 SITE DESCRIPTION

2.1 Location and Existing Site

The subject site has an area of 7,291m2 and is irregular in shape. The site is bounded by commercial sites to

the north-east whilst there are residential properties to the south. A substation is located next door to the

west, Northshore Police Station is to the east and the Constellation Bus station is located to the north. The

site has frontages off Parkway Drive, towards to north-west corner of the site, and along the south

boundary, off Sunset Road.

The site is currently a greenfields site, with minor vegetation along the western side, a concrete slab and

public reticulation located adjacent to the eastern boundary.

3


2.2 Titles/Zoning

The legal description of the site is Lot 2 DP 486426. The site is zoned Business – General Zone and Strategic

Transport Corridor Zone under the Auckland Council Unitary Plan Operative in part (AUP).

2.3 Topography

The existing site topography comprises of a moderate slope, from the higher side along the south-west

corner, falling towards the north-west corner. There is approximately 15% average grade fall from each

corner of the site.

2.4 Geology

The New Zealand Geological Survey Industrial Map Series – Rosedale Area shows the site being situated on

the Waitemata Group Formation. This formation typically comprised of Interbedded, graded sandstone and

siltstone or mudstone, local intercalated volcanic grit, breccia and conglomerate and minor bioclastic

limestone.

3 PROPOSED DEVELOPMENT

The proposed development is to construct a mixed commercial and residential development, which will

include the following structures/buildings:

Three mixed-use buildings including:

o A five story mixed commercial and residential building – first level basement, second level

commercial (5 commercial spaces) whilst remaining three top levels are residential (18

apartments)

o A four story retail and office building – first level basement & retail/café (single retail/café

space) whilst remaining three levels are office

o A three story office building – first level basement whilst remaining two levels are office.

Two residential apartment buildings:

o Two five story buildings – first level basement whilst remaining four levels are residential

apartments (27 apartments)

4


3.1 Flooding Considerations & Overland Flow Path

3.1.1 Flood plain and flood sensitive areas

The site is not situated within a flood plain, flood sensitive or flood prone area. The closest flood plain and

flood sensitive area, as identified by Auckland Council’s GIS viewer (GIS), is located over 180m north-east of

the site, within Constellation Drive, whilst there is a flood prone area 49 Parkway Drive, across the road,

from the subject site.

3.1.2 Overland flow paths

There are no overland flow paths located on the site, as identified by GIS. The closest flow paths are located

within Parkway Drive carriageway to the north and within Sunset Road carriageway to the south.

3.2 Geotechnical Engineering

A geotechnical investigation has been undertaken by KGA Geotehnical Ltd. Their investigation concluded

that the existing greenfields site shows no signs of instability. The proposed earthworks design has been

done in accordance with the recommendations detailed within these documents.

KGA Geotechnical will be engaged during the construction stage and will be closely monitoring the

earthworks operation, to ensure that their recommendations are met.

Please refer to the Geotechnical Report and Addendum Letter for further details regarding the geotechnical

analysis for the proposed development.

3.3 Earthworks

3.3.1 Proposed Earthworks

Earthworks is proposed to be undertaken on site as a part of this proposed development:

Formation of the basement level for the proposed mixed-use structures/buildings

Formation of the walkways between the structures

Civil infrastructure required to service the development

The earthworks disturbance will cover a maximum area of 5,950m² with a cut volume of 12,800m³ and a fill

volume of 1,000m³, with this earthworks operation being undertaken as cut to fill and cut to waste. The

maximum calculated depth of cut is 8.9m. Retaining walls are required to form the design levels and will be

incorporated as a part of the proposed structures. These retaining walls will be designed at building

consent stage.

5


Section E11.4 Activity – Table 11.4.1. Activity Table – all zones and roads of AUP – Land Disturbance Section

states the following:

As the earthworks extent is less than 10,000m² with a slope of less than 10 degrees and is outside the

Sediment Control Protection Area, the proposed earthworks is classed as permitted under the Regional

Plan.

6


Section E12.4 Activity – Table 12.4.1. Activity Table – all zones and roads of AUP – Land Disturbance Section

states the following:

As the earthworks extent is greater than 2,500m² and greater than 2,500m3, the proposed earthworks is

classed as restricted discretionary under the District Plan. As such, the relevant assessment criteria for a

Restricted Discretionary earthworks activity is addressed below.

Prior to earthworks commencing, the site sediment controls will be established. These controls will include

the following:

Topsoil bunds along the site’s lower perimeters and splitting the two catchments – new topsoil

bunds will be established to convey sediment laden runoff, from the proposed earthworks extents,

into two decanting earth bunds (DEBs):

o DEB 1 & 2 – located at the site’s northern corner, capturing sediment from individual 0.3 Ha

catchment areas, filtering it and then discharging into the existing public stormwater

system running within the site

7


Silt fences along the site’s lower perimeter – located just beyond the two DEBs, preventing

uncontrolled sediment laden runoff from discharging/exiting the site

Stabilised construction entrance – a stabilised construction entrance will be established for the

construction works, off Parkway Drive. It will prevent uncontrolled sediment and dust of traffic into

and off site and limit traffic to a single ingress and egress point

All proposed sediment controls, which will be maintained and monitored during the duration of works and

may be varied through construction (for reinstatement and stabilisation), will be erected in accordance

with the requirements of Auckland Council’s GD05 Documentation (Legacy Auckland Regional Council

Technical Publication 90) and the conditions of the Resource Consent.

Please refer to Plan 12460-01 Sheets 102-104 attached in Appendix A for the sediment control layout and

standard details.

The proposed earthworks will take place during one construction season, currently proposed from February

to March 2018, with the expectation that the works will occur over a maximum five week period, as such

works will not be staged. All construction activities are to comply with Construction Noise standards in NZS

6803:1999 and terms detailed within the resource consent:

Single access point, reducing vehicle movement to and from site, decreasing noise, dust and any

additional pollutants that may impact the safety of road users and/or pedestrians

Mitigating the effects of increased traffic by undertaking works in a single stage and over a short

period of time.

These earthworks will also be undertaken during standard construction hours (or hours detailed with the

resource consent), to further ensure no additional noise, dust, traffic or lighting impact on the adjacent

neighbours.

As previously mentioned, a geotechnical review was undertaken by KGA Geotechnical Ltd. The proposed

earthworks was designed in accordance with the recommendations detailed within their project specific

geotechnical report and addendum letter. Please refer to Section 3.2 Geotechnical Engineering for the

geotechnical details.

8


The site does not contain or is located near any areas of significant ecological value nor cliff faces/tops,

geological or archaeologically significant, Mana Whenua significant sites, historical heritage sites, significant

landscape features or reserves.

As previously mentioned, no flood plain, flood prone areas, flood sensitive areas or overland flow paths

exist within the site. As the proposed earthworks is confined to the site extents, there will be no impact on

the nearby overland flow paths and flood prone areas. Please refer to Section 3.1 Flooding Considerations

& Overland Flow Paths for the flooding and overland flow path details.

Existing services are currently contained within the site in the form of public stormwater and wastewater

systems. As a part of the proposed development, these existing services will be re-aligned. Please refer to

Section 3.5 Stormwater and 3.6 Wastewater for the stormwater and wastewater details. As per the project

specification, both existing and proposed services will be located and protected prior to commencement of

the proposed earthworks, to ensure they are not impacted by these operations.

3.4 Access

3.4.1 Existing Access

As the subject site is currently a greenfields site and no formed access currently exists.

3.4.2 Proposed Access

Private vehicle access to the proposed development will be provided to the respective basement car

parking levels.

Two new vehicle crossings will be provided, one directly off Sunset Road and another directly off Parkway

Drive, providing the necessary connection between the two public roads to these private vehicle

accessways. These vehicle crossings, which will be constructed in accordance with Auckland Transport Code

of Practice standards, will provide two-way vehicle access, catering for both ingress and egress traffic.

Existing light and power poles are located on the proposed vehicle crossing accessing Sunset Road. Both

these poles will need to be re-located minimum 1.0m away from the proposed vehicle crossing, to make

way for this proposed vehicle crossing.

Please refer to Plan 12460-01 Sheet 200 attached in Appendix A for the access details.

9


A tracking curve analysis has been undertaken by the architects, Archimedia Ltd. Please refer to the

architectural plans for further details regarding the traffic curve analysis for the proposed development.

A traffic assessment has been undertaken by Commute Transportation Ltd. Please refer to their project

specific report for further details regarding the traffic impact of the proposed development.

3.5 Stormwater

3.5.1 Existing Stormwater

Existing public stormwater reticulation runs parallel to the eastern boundary of the site. There is no

stormwater connection, as identified by Auckland Council GIS, however, based on the topography, it is

likely that a connection is coming off existing public stormwater manhole 2000981446, located at the

northern corner of the site, for the future development of the site.

3.5.2 Proposed Stormwater

The proposed development will cover majority of the subject site. As a result of this footprint, the existing

public stormwater reticulation will need to be re-aligned, with some of the existing system being made

redundant:

A new public manhole will intercept the existing public 300mm diameter PE line, within the site,

bisecting the eastern boundary. This area will be undisturbed and is outside the proposed footprint

A new 300mm diameter public concrete inlet pipe will extend off this new public manhole and run

along the eastern boundary

A second new manhole will be constructed upstream, within an outside the proposed footprint

A new 300mm diameter concrete inlet pipe will extend off this second new public manhole and run

along the eastern boundary. Part of this pipe will run under the proposed footprint, within footpath

areas. Necessary building over analysis will be undertaken at engineering approval and building

consent stage

A final new manhole will terminate this proposed public re-alignment. This manhole will intercept

the existing public 300mm diameter pipe

Two existing public manholes, a section of existing 300mm diameter PE line, existing 300mm

diameter concrete pipes and the connection will be made redundant and removed.

A new connection will connect to the proposed public system, at the first new manhole at the lowest point

of the site.

10


The internal stormwater drainage for the development will be privately owned and managed by the

proposed development’s body corporation. All the internal drainage will be detailed at building consent

stage and, will discharge to the above mentioned new connection.

The existing public stormwater reticulation was constructed recently, with the sole purpose of servicing the

proposed site and another neighbouring site. The upstream catchment for this existing line is therefore

small and as such, should be able to take the capacity of the proposed development and any future

development on the neighbouring site.

Please refer to Plan 12460-01 Sheet 300 attached in Appendix A for the drainage details.

3.5.3 Stormwater Management and Quality

The stormwater management has been designed in accordance with the stormwater management rules

within the Auckland Unitary Plan Operative in Part (AUP):

The site is located within a Stormwater Management Flow Area (SMAF) 2 overlay

The site is located within the Business – General Business and Strategic Transport Corridor Zones.

There is no impervious area threshold on Strategic Transport Corridor Zoned sites. The site is not

located within a riparian area and as such, there is no impervious area threshold subjected to this

site.

3.5.3.1 Stormwater Flow

Given that the site is within a SMAF 2 overlay, there is a requirement for stormwater mitigation, to limit

post-development flows to pre-development rates and provide necessary internal re-use, as per the

following relevant AUP rules:

11


As the proposed development will see an increase in impervious areas greater than 50m² and is within a

SMAF 2 overlay, the proposed stormwater is classed as restricted discretionary under the AUP. As such, the

relevant assessment criteria for a Restricted Discretionary stormwater mitigation activity is addressed

below.

Please refer to the below table for an overview of the pre-development and post-development impervious

and pervious areas.

Pre-Development Areas (m2) Post-Development Areas (m2)

Roof Area 0 4,180

Impermeable Area 46 1,431

Permeable Area 7,271 1,680

Total 7,291 7,291

Under the listed AUP requirements, the resultant minimum total detention and retention volume required

for the proposed development and its split between buildings is as follows:

Total Detention & Retention = 66.1m3 – mixed-use = 30m3, residential = 36.1m3

Detention = 29.6m3 – mixed-use = 13m3, residential = 16.6m3

Retention = 36.5m3 – mixed-use = 17m3, residential = 19.5m3

Stormwater mitigation devices and related sizing will be detailed and designed to meet the above minimum

volumes, at building consent stage.

12


Please refer to Stormwater Management Calculations attached in Appendix B for the stormwater

mitigation details.

3.5.3.2 Stormwater Quality

Stormwater containment treatment is not required as the development does not create any high

contaminant yielded roofing, spouting, cladding material or architectural features. There is a small amount

of uncovered parking and access are constructed as part of the development, however it is not a high

contaminant generating car park and therefore treatment is not required.

3.6 Wastewater

3.6.1 Existing Wastewater

Existing public wastewater reticulation runs parallel to the existing public stormwater reticulation, along

the eastern boundary of the site. Similar to the stormwater, no wastewater connection exists, as identified

by Auckland Council GIS, however, based on the topography, it is likely that a connection is coming off

existing public wastewater manhole 2596392, located at the northern corner of the site, for the future

development of the site.

3.6.2 Proposed Wastewater

As mentioned, the proposed development will cover majority of the subject site. Similar to the stormwater,

the existing public wastewater reticulation will need to be re-aligned, with some of the existing system

being made redundant:

A new public manhole will intercept the existing public 150mm diameter uPVC line, within the site,

bisecting the eastern boundary. This area will be undisturbed and is outside the proposed footprint

A new 150mm diameter public uPVC inlet pipe will extend off this new public manhole, parallel to

the proposed public stormwater, and run along the eastern boundary

A second new manhole will be constructed upstream, within an outside the proposed footprint

A new 150mm diameter uPVC inlet pipe will extend off this second new public manhole and run

parallel to the proposed public stormwater. Part of this pipe will run under the proposed footprint,

within footpath areas. Necessary building over analysis will be undertaken at engineering approval

and building consent stage

A final new manhole will constructed on the upstream end of this line, within the footpath areas,

intercepting the existing public wastewater alignment.

The grade of the existing pipe will result in negative flow and as such will need to be re-laid at a

new grade. The pipe will remain a 150mm diameter public uPVC inlet pipe.

13


Two existing public manholes, existing 150mm diameter uPVC pipes and the connection will be

made redundant and removed.

A new connection will connect to the proposed public system, at the first new manhole at the lowest point

of the site. Based on the size of the proposed development, the connection will most likely be 150mm

diameter.

Please refer to Wastewater Connections Calculations attached in Appendix C for the wastewater

connection details.

The internal wastewater drainage for the development will be privately owned and managed by the

proposed development’s body corporation. All the internal drainage will be detailed at building consent

stage and, will discharge to the above mentioned new connection.

The existing public wastewater reticulation was constructed recently, with the sole purpose of servicing the

proposed site and another neighbouring site. The upstream catchment for this existing line is therefore

small and as such, should be able to take the capacity of the proposed development and any future

development on the neighbouring site.

Please refer to the Water and Wastewater Planning Assessment completed form attached in Appendix D

for the proposed developments wastewater assessment.

Please refer to Plan 12460-01 Sheet 300 attached in Appendix A for the drainage details.

3.7 Water Supply

3.7.1 Existing Water Supply

Existing public water reticulation runs along the south boundary of the site, with some public sections

actually entering the site. No water connection exists, as identified by Auckland Council GIS.

3.7.2 Proposed Water Supply

An analysis will be undertaken, against the proposed development, to see whether a single connection will

be sufficient enough to service the proposed development. If not sufficient, subsequent water connections

will be provided. Together with the Firefighting Water Supply analysis, assessments and provision will be

undertaken at building consent stage.

14


3.7.3 Water Supply Firefighting

At this stage, a fire/internal services engineer has not been engaged and as such, the proposed firefighting

system for the development is still to be determined.

Upon determination of the proposed firefighting system, necessary hydrant and flow tests will be

undertaken on these hydrants to ensure that the static pressure complies with the Firefighting Code of

Practice Requirements. These assessments will be undertaken at building consent stage.

Please refer to the Water and Wastewater Planning Assessment completed form attached in Appendix D

for the proposed developments wastewater assessment.

3.8 Utilities

3.8.1 Power

Power will be able to be provided to the proposed development by connecting to the existing power

infrastructure along Sunset Road and Parkway Drive.

As mentioned previously, existing light and power poles are located on the proposed vehicle crossing

location accessing Sunset Road. Both these poles will be re-located minimum 1.0m away from the proposed

vehicle crossing in consultation with Vector.

3.8.2 Telecommunications

Telecommunication will be able to be provided to the proposed development by connecting to the existing

telecommunications infrastructure along Sunset Road and Parkway Drive.

15


4 SUMMARY

The proposal to construct a mixed-used commercial and residential development at 54 Parkway Drive,

Rosedale is considered feasible through the provision of the illustrated stormwater, wastewater, utilities,

water supply and access, in accordance with relevant Unitary Plan Requirements, Engineering Standards

and Construction Good Practice.

Mitigation of effects of construction and subsequent use are able to be practicably undertaken. Sediment

controls will be erected to mitigate the potential adverse effects of sediment latent runoff from

earthworks. Construction of infrastructure, is feasible to serve the proposed development, with minimal

adverse effects.

Both existing public stormwater and wastewater infrastructure will be re-aligned, with respective

connections to allow discharge from the proposed development to enter the public system. Works will be

constructed to minimise any adverse effect or disruption on any existing downstream infrastructure.

Existing water supply will be reviewed and assessed at building consent stage with required servicing being

provided by connecting to the existing public infrastructure along Sunset Road.

Utility services will be provided by connecting to the existing public infrastructure from either Sunset Road

or Parkway Drive

The parent site is free of identified natural hazards and not considered to be subject to inundation or

stability. It is considered that this site is able to be suitably serviced and that Resource Consent conditions

may be set to allow development in accordance with Council Development Standards.

16


Appendix A

Airey Consultants Plan 12460-01 Sheet 100-300

Copyright Airey Consultants Ltd

No. Revision Details Date

CAD Filename

c

Checked

Drawn

Date

Scale

Design

Survey

Job Title.

Dwg. No.File No. Rev.

Drawing Title.

(Current Revision Date : )07/12/2017

EXISTING & PROPOSED CONTOURSAND SITE PLAN

LUCY LIPROPOSED MIXED-USE COMMERCIALAND RESIDENTIAL DEVELOPMENT54 PARKWAY DRIVE, ROSEDALE 0632LOT 2 DP 486426 12460-01 A 100

JH

YEOMANS

JH

PS/ML

6/12/2017

1:250 (A1) 1:500 (A3)

12460-01.dwg

A Issue for Resource Consent 06/12/17

2017

Original S

ize:

0

VIE

WP

OR

T

2.5

2.5

57.5

10

12.5

NORTHSHORE POLICE STATION

52 PARKWAY DRIVE

234

SUNSET

ROAD

CONSTELLATION

BUS

STATION

SUBSTATION

223

SUNSET

ROAD

54 PARKWAY DRIVE

PROPOSED MIXED-USE COMMERCIAL

AND RESIDENTIAL DEVELOPMENT

S

U

N

S

E

T

R

O

A

D

N

O

R

T

H

E

R

N

B

U

S

W

A

Y

P

A

R

K

W

A

Y

D

R

I

V

E

NOTES:

1. Contractor to confirm all existing services in area of works, prior to

excavation, to achieve required clearances

2. Levels are in terms of Auckland Mean Sea Level 1946

3. All existing services are as per Site Survey unless otherwise stated

4. Contour Interval = 1.0m

5. Refer to drawing 101 for Cut-Fill and Retaining Plan

6. Refer to drawings 102-104 for Erosion & Sediment Control Details

7. Refer to drawing series 200 for Proposed Access Details

8. Refer to drawing series 300 for Proposed Drainage Details

N

PROPOSED RETAINING WALL

EXISTING STORMWATER

EXISTING WASTEWATER

EXISTING WATER

EXISTING POWER

EXISTING POWER/LIGHT POLE

LEGEND:

PROPOSED

EXISTING

H

PR

EX

EX PUBLIC WWMH

2596392

LL = 66.65

IL = 63.28

EX PUBLIC SWMH

2000981446

LL = 66.87

IL = 64.51

EX PUBLIC SWMH

2000981019

LL = 73.52

IL = 71.05

EX PUBLIC WWMH

2596391

LL = 74.12

IL = 71.21

EX PUBLIC SWMH

2000981019

LL = 73.52

IL = 71.05

EX PUBLIC WWMH

2596391

LL = 74.12

IL = 71.21

EX PUBLIC SWMH

2000981725

LL = 76.52

IL = 74.11

EX PUBLIC WWMH

2596389

LL = 76.72

IL = 74.20

uPVC WW PIPE

CONCRETE SW

PIPE

u

P

V

C

W

W

P

I

P

E

C

O

N

C

R

E

T

E

S

W

P

I

P

E

EX PUBLIC WATER

FIRE HYDRANT

EX PUBLIC LIGHT POLE

EX PUBLIC LIGHT

AND POWER POLES

P

E

S

W

P

I

P

E

u

P

V

C

W

W

P

I

P

E



CAD Filename

c

Checked

Drawn

Date

Scale

Design

Survey

Job Title.


Drawing Title.


CUT-FILL AND RETAINING PLANLUCY LIPROPOSED MIXED-USE COMMERCIALAND RESIDENTIAL DEVELOPMENT54 PARKWAY DRIVE, ROSEDALE 0632LOT 2 DP 486426 12460-01 A 101

JH

YEOMANS

JH

PS/ML

6/12/2017

1:250 (A1) 1:500 (A3)

12460-01.dwg


2017

Original S

ize:

0

VIE

WP

OR

T

2.5

2.5

57.5

10

12.5

234

SUNSET

ROAD

CONSTELLATION

BUS

STATION

SUBSTATION

223

SUNSET

ROAD

S

U

N

S

E

T

R

O

A

D

N

O

R

T

H

E

R

N

B

U

S

W

A

Y

P

A

R

K

W

A

Y

D

R

I

V

E

N


EXISTING STORMWATER

EXISTING WASTEWATER

EXISTING WATER

EXISTING POWER


LEGEND:

PROPOSED

EXISTING

PR

EX

H

NOTES:






5. Refer to drawing 100 for Existing & Proposed Contours and Site

Plan

6. Refer to drawings 102-104 for Erosion & Sediment Control Details

EARTHWORKS NOTES (TO SUBGRADE):

1.

2.

3.

4.

+0.5m

-3.2m

-2.1m

-3.2m

+1.0m

-3.2m

-3.2m

-0.5m

-5.9m

-8.9m

-5.1m

0.0m

+

1

.2

m

+0.9m

+1.1m

+4.0m

+1.2m

0.0m

PROPOSED RETAINING HEIGHTS



CAD Filename

c

Checked

Drawn

Date

Scale

Design

Survey

Job Title.


Drawing Title.


PROPOSED EROSION & SEDIMENTCONTROL PLAN


JH

YEOMANS

JH

PS/ML

6/12/2017

1:250 (A1) 1:500 (A3)

12460-01.dwg


2017

Original S

ize:

0

VIE

WP

OR

T

2.5

2.5

57.5

10

12.5


52 PARKWAY DRIVE

234

SUNSET

ROAD

CONSTELLATION

BUS

STATION

SUBSTATION

223

SUNSET

ROAD

S

U

N

S

E

T

R

O

A

D

N

O

R

T

H

E

R

N

B

U

S

W

A

Y

P

A

R

K

W

A

Y

D

R

I

V

E

N

PROPOSED STABILISED

CONSTRUCTION ENTRANCE

PROPOSED SILT FENCE

PROPOSED TOPSOIL BUND

PROPOSED DECANTING EARTH BUND

EXISTING STORMWATER

EXISTING WASTEWATER

EXISTING WATER

EXISTING POWER

LEGEND:

EXISTING POWER/

LIGHT POLE

PROPOSED

EXISTING

H

PR

EX

PR TOPSOIL BUND ALONG LOWER

PERIMETER OF EARTHWORKS AREA,

TO BE DIRECTED INTO

DECANTING EARTH BUND

PR DECANTING EARTH BUND TO HAVE

FIT DECANTING EARTH BUND WITH

T-BAR OUTLET DISCHARGING INTO

EX PUBLIC SWMH AND EMERGENCY

SPILLWAY (MINIMUM BOTTOM 1.5m,

DESIGNED TO 1% AEP EVENT

AND 250mm FREEBOARD)

PR SILT FENCE TO CAPTURE ANY

EXCESS RUN-OFF

PR TOPSOIL BUND TO

SEPARATE CATCHMENT

AREAS, TO BE DIRECTED INTO


PR TOPSOIL BUND ALONG LOWER

PERIMETER OF EARTHWORKS AREA,

TO BE DIRECTED INTO


EARTHWORKS

CATCHMENT A

0.3 Ha

EARTHWORKS

CATCHMENT B

0.3 Ha

NOTES:

1. All sediment controls are to be established and maintained in

accordance with Auckland Council's GD05 document






6. Refer to drawing 100 for Existing & Proposed Contours and Site

Plan

7. Refer to drawing 101 for Cut-Fill and Retaining Plan

8. Refer to drawings 103-104 for Erosion & Sediment Control Standard

Details

PR STABILISED CONSTRUCTION

ENTRANCE



CAD Filename

c

Checked

Drawn

Date

Scale

Design

Survey

Job Title.


Drawing Title.


PROPOSED EROSION & SEDIMENTCONTROL STANDARD DETAIL(SHEET 1 OF 2)


JH

YEOMANS

JH

PS/ML

6/12/2017

N.T.S

12460-01.dwg


2017

Original S

ize:

0

VIE

WP

OR

T

SILT FENCE


FLOATING T-BAR DECANT TOPSOIL BUND

NOTES:



2. Refer to drawings 102 for Erosion & Sediment Control Plan



CAD Filename

c

Checked

Drawn

Date

Scale

Design

Survey

Job Title.


Drawing Title.


PROPOSED EROSION & SEDIMENTCONTROL STANDARD DETAIL(SHEET 2 OF 2)


JH

YEOMANS

JH

PS/ML

6/12/2017

N.T.S

12460-01.dwg


2017

Original S

ize:

0

VIE

WP

OR

T

STABILISED CONSTRUCTION ENTRANCE

NOTES:



2. Refer to drawings 102 for Erosion & Sediment Control Plan



CAD Filename

c

Checked

Drawn

Date

Scale

Design

Survey

Job Title.


Drawing Title.


PROPOSED ACCESS PLANLUCY LIPROPOSED MIXED-USE COMMERCIALAND RESIDENTIAL DEVELOPMENT54 PARKWAY DRIVE, ROSEDALE 0632LOT 2 DP 486426 12460-01 A 200

JH

YEOMANS

JH

PS/ML

6/12/2017

1:250 (A1) 1:500 (A3)

12460-01.dwg


2017

Original S

ize:

0

VIE

WP

OR

T

2.5

2.5

57.5

10

12.5


52 PARKWAY DRIVE

234

SUNSET

ROAD

CONSTELLATION

BUS

STATION

SUBSTATION

223

SUNSET

ROAD

S

U

N

S

E

T

R

O

A

D

N

O

R

T

H

E

R

N

B

U

S

W

A

Y

P

A

R

K

W

A

Y

D

R

I

V

E

NOTES:

1. All proposed vehicle crossing works to be in accordance with

relevant Auckland Council Transport Code of Practice standards






6. Refer to drawing series 100 for Earthworks and Erosion & Sediment

Control details

7. Refer to drawing series 300 for Proposed Drainage Details

N


EXISTING STORMWATER

EXISTING WASTEWATER

EXISTING WATER

EXISTING POWER


LEGEND:

PROPOSED

EXISTING

H

PR

EX

EX PUBLIC LIGHT & POWER POLE

TO BE RE-LOCATED 1.0m MIN.

FROM PROPOSED VEHICLE CROSSING

PR VEHICLE CROSSING TO BE CONSTRUCTED

AS PER AUCKLAND TRANSPORT CODE OF PRACTICE

STANDARDS (DRAWING GD017)

PR VEHICLE CROSSING TO BE CONSTRUCTED

AS PER AUCKLAND TRANSPORT CODE OF PRACTICE

STANDARDS (DRAWING GD017)



CAD Filename

c

Checked

Drawn

Date

Scale

Design

Survey

Job Title.


Drawing Title.


PROPOSED DRAINAGE PLANLUCY LIPROPOSED MIXED-USE COMMERCIALAND RESIDENTIAL DEVELOPMENT54 PARKWAY DRIVE, ROSEDALE 0632LOT 2 DP 486426 12460-01 A 300

JH

YEOMANS

JH

PS/ML

6/12/2017

1:250 (A1) 1:500 (A3)

12460-01.dwg


2017

Original S

ize:

0

VIE

WP

OR

T

2.5

2.5

57.5

10

12.5


52 PARKWAY DRIVE

234

SUNSET

ROAD

CONSTELLATION

BUS

STATION

SUBSTATION

223

SUNSET

ROAD

S

U

N

S

E

T

R

O

A

D

N

O

R

T

H

E

R

N

B

U

S

W

A

Y

P

A

R

K

W

A

Y

D

R

I

V

E

NOTES:

1. All proposed stormwater works to be in accordance with relevant

Auckland Council Stormwater Code of Practice standards

2. All proposed wastewater works to be in accordance with relevant

Watercare Wastewater Code of Practice standards






7. Refer to drawing series 100 for Earthworks and Erosion & Sediment

Control details

8. Refer to drawing series 200 for Proposed Access Details

N

PROPOSED STORMWATER

PROPOSED WASTEWATER


EXISTING STORMWATER

EXISTING WASTEWATER

EXISTING WATER

EXISTING POWER


LEGEND:

PROPOSED

EXISTING

H

PR

EX

EX PUBLIC WWMH

LID LEVEL TO BE RISEN

EX LL = 78.02

PR LL = 80.56

EX ILin = 74.05

EX ILout = 74.00

u

P

V

C

W

W

P

I

P

E

L

=

2

3

.

3

0

m

@

0

.

5

5

%

PR PUBLIC WWMH 3

LL = 75.45

ILin = 73.87

ILout = 73.82

L

=

3

8

.

8

4

m

@

1

7

.

4

1

%

PR PUBLIC WWMH 2

LL = 68.81

ILin = 67.05

ILout = 67.02

P

R

P

U

B

L

I

C

W

W

P

I

P

E

L

=

2

2

.

0

3

m

@

1

7

.

4

2

%

PR PUBLIC WWMH 1

LL = 66.40

ILin = 63.18

ILout = 63.13

PR WW uPVC

CONNECTION

PR PUBLIC SWMH 1

LL = 66.42

ILin = 64.32

ILout = 64.25

PR SW uPVC

CONNECTION

PR PUBLIC SWMH 3

LL = 75.18

ILin = 71.02

ILout = 70.97

C

O

N

C

R

E

T

E

S

W

P

I

P

E

L

=

3

5

.

5

1

m

@

1

1

.

7

%

C

O

N

C

R

E

T

E

S

W

P

I

P

E

L

=

2

1

.

8

4

m

@

1

1

.

7

%

PR PUBLIC SWMH 2

LL = 68.84

ILin = 66.83

ILout = 66.78

EX PUBLIC SWMH

LID LEVEL TO BE RISEN

EX LL = 77.29

PR LL = 80.54

EX PUBLIC WW ASSETS

TO BE MADE REDUNDANT

AND REMOVED

EX PUBLIC WW ASSETS


AND REMOVED

EX PUBLIC SW ASSETS


AND REMOVED

EX PUBLIC SW ASSETS


AND REMOVED

PR PRIVATE DETENTION TANK

PR PRIVATE DETENTION TANK

17


Appendix B

Stormwater Management Calculations

Client: Lucy Li Sheet No:

1

Job: 54 Parkway Drive Job No:

Rosedale 12460-01

Calc's By: JH Phone: Date:

Checked: PS (09) 4864542 Dec-17

Enter Values

Result Cells

Pre-Development

1. Runoff Curve Number and Initial Abstraction

Total Pervious Area Required to be Mitigated (m²) = 7271.00Total Impervious Area Required to be Mitigated (m²) = 46

Pervious Area Curve Number (CN) = 74

Impervious Area Curve Number (CN) = 98

Pervious Product of CN x area = 538054

Impervious Product of CN x area = 4508

Total Pervious and Impervious Product = 542562

Total Pervious and Impervious Area = 7317

CN(weighted) = = 542562.00

7317.00 = 74.15

Ia(weighted) = = 36355

7317.00 = 4.97

2. Calculate Storage

S = [(1000/CN)-10] 25.4 = 88.54 mm

Design Storm

3. Average recurrence interval, ARI = 90th %ile, 24hr yr

4. 24hr rainfall depth P24 = 25 mm

5. Runoff depth Q24 = (P24-la)2/[(P24-la)+S] = 3.70 mm

6. Runoff volume V24 =(Q24/1000) A = 27.0 m3

total product

total area

5 x pervious area

total area

Consulting Civil and

Structural Engineers

Pukekohe Waiuku Takapuna Howick Orewa

TP108 Stormwater Runoff Volume Calculations

12460-01 54 Parkway Drive - Stormwater Mitigation Calculations.xls

Post-Development

1. Runoff Curve Number and Initial Abstraction

Total Pervious Area Required to be Mitigated (m²) = 1680Total Impervious Area Required to be Mitigated (m²) = 5611.00

Pervious Area Curve Number (CN) = 74

Impervious Area Curve Number (CN) = 98

Pervious Product of CN x area = 124320

Impervious Product of CN x area = 549878

Total Pervious and Impervious Product = 674198

Total Pervious and Impervious Area = 7291

CN(weighted) = = 674198.00

7291.00 = 92.47

Ia(weighted) = = 8400

7291.00 = 1.15

2. Calculate Storage

S = [(1000/CN)-10] 25.4 = 20.68 mm

3. Average recurrence interval, ARI = 90th %ile, 24hr 5mm yr

4. 24hr rainfall depth P24 = 25 5 mm

5. Runoff depth Q24 = (P24-la)2/[(P24-la)+S] = 12.77 5.00 mm

6. Runoff volume V24 =(Q24/1000) A = 93.1 36.5 m3

7. Total Detention & Retention Volumes Required = 66.1 m3

8. Minimum Retention Volume Required = 36.5 m3

9. Minimum Detention Volume Required = 29.6 m3

5 x pervious area

total area

Detention

Design Storm

Retention

Design Storm

total product

total area

12460-01 54 Parkway Drive - Stormwater Mitigation Calculations.xls

18


Appendix C

Wastewater Connection Calculations

Client: Lucy Li Sheet No:

1

Job: 54 Parkway Drive Job No:

Rosedale 12460-01

Calc's By: JH Phone: Date:

Checked: PS (09) 4864542 Dec-17

POST-DEVELOPMENT Enter Values

Result Cells

1. Occupany Allowance

Number of dwellings = 45

Watercare Design Occupancy (per dwelling) = 3

Total occupancy for design purposes = 135

2. Residential Wastewater Flows

Peak Wet Weather Flow (PWWF) (Litres/Person/Day) = 1500

Residential Wastewater Design Flow (Litres/sec) = 2.34

3. Commercial, Industrial or CBD Wastewater Design Flows

Design Flow (Litres/second/hectare) = 0.4 Table 5.1 Watercare CoP

Commercial Floor Area (m²) = 2168

Commercial Wastewater Design Flow (Litres/sec) = 0.09

Total Wastewater Design Flow (Litres/sec) = 2.43

PIPE CAPACITY FORMULA

Colebrook-White V=-2(2gDS)log(ks/3.7D+2.51u/(D(2gDS))

u= 1.141 x106 kinematic viscosity of fluid

(water at 15 degrees)

ks= 0.6 mm (effective roughness)

D= diameter

S= hydraulic gradient

R= d/4 (circ. pipes)

Q= VA

Pipe Pipe Pipe PIPE DESIGN

Grade Dia D Vel'y CAP'Y FLOW

S(%) (mm) (m/s) (l/s) (l/s)

1 150 1.00 17.7 2.43

Notes:

1) Grade assume at 1% but most likely steeper.

Consulting Civil and

Structural Engineers

Pukekohe Waiuku Takapuna Howick Orewa

Watercare Code of Practice Wastewater Flow Calculations

12460-01 54 Parkway Drive - Wastewater Calculations.xls

19


Appendix D

Water and Wastewater Planning Assessment

DQ004-13092016

Development Application Form – Water Supply/Wastewater Planning Assessment Date of Application 7 December 2017

Address of Development 54 Parkway Drive, Rosedale

Layout Plan of Proposed Development clearly showing: Aerial photograph

Road names

Boundary of development

Preferred point of connection to existing water supply and wastewater asset

INCUDED IN REPORT

Description Comment

Current Land Use Commercial

Residential Residential (Single family dwellings) / Residential (Multi-unit dwellings) / Residential (Multi-storey apartment blocks) / Commercial / Industrial Proposed Land Use

Retail, commercial and office

Residential (Multi-storey apartment block)

Total Development Area (Ha.) 0.595 Ha

Number of Residential Households (Consent & Ultimate)

45

Three proposed buildings containing apartments:

First building (five stories) – commercial and residential containing 18 residential apartments

Second and third building (five stories) – only residential containing 45 residential apartments

Refer to Water and Wastewater Code of Practice for Land Development and Subdivision Section 6 Water Supply

Water Supply Development Assessment

Average and Peak Residential Demand (L/s)

0.39 l/s average 1.95 l/s peak

45 units, 3 people/unit at 250l/p/day = 0.86 l/s & PF = 5 (Watercare Engineering Standards)

Average and Peak Non-Residential Demand (L/s)

0.09 l/s average 0.17 l/s peak

0.2168 Ha floor area @ 0.4 l/s/ha = 0.09 l/s PF = 2 (Watercare Engineering Standards)

Non Residential Demand Typical Daily Consumption Profile / Trend

Retail/Commercial/Office – 9.5 hr (8:30am to 6:00pm)

Maximum flow calculated for retail/commercial/office over a 9.5 hour period.

Fire- fighting Classification required by the proposed site

Hydrant Flow Test Results ☐ Yes ☐ No

Attach hydrant flow test layout plan and results showing test date & time; location of hydrants tested and pressure logged; static pressure; flow; residual pressure

Sprinkler System in building? ☐ Yes ☐ No

Sprinkler design should consider Watercare Level of Service: minimum pressure at 200kPa and minimum flow at 25 l/min. The building owner shall conduct periodic review of sprinkler design.

DQ004-13092016

Further Water Supply comments

Refer to Water and Wastewater Code of Practice for Land Development and Subdivision Section 5 Wastewater

Wastewater Development Assessment

Peak DWF and WWF Residential Design Flows (L/s)

Ultimate PDWF = 1.05 l/s Ultimate PWWF = 2.34 l/s

45 units @ 3 people/unit

PDWF = 225l/p/d x 3.0 peaking factor.

PWWF = 1500 l/p/day

Calculations included in report

Peak DWF and WWF Non-Residential Design Flows (L/s)

Ultimate PWWF = 0.09 l/s

Retail/commercial/office – based on Table 5.1 @ 0.4 l/s/Ha

Calculations included in report

Non-Residential Discharge Profile / Trend (i.e. Operations)

Retail/commercial/office – 9.5 hr (8:30am to 6:00pm)

Maximum flow calculated for retail over a 9.5 hour period.

New Assets Required for Development

N/A

Sewer Capacity Check No existing flows and small upstream catchment

Further Wastewater comments

For internal Watercare use only

Date Application Received

Application Ref No.

Assigned Connections Engineer

Prior Developer Correspondence with Watercare

Neighbouring developments to consider in capacity assessment

engineering & infrastructure report to support a … · engineering & infrastructure report to...

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