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Perunding Yaa Sdn. BHD.: Hydraulic Calculation Report (On Site Detention)

This hydraulic calculation report evaluates the on-site stormwater detention requirements for a proposed 1-story funeral parlour building with a 352 square meter catchment area. The report finds that the proposed 23.625 cubic meter detention pond meets the site storage requirement of 17.57 cubic meters. A 25mm orifice outlet is designed to control the 5-year storm discharge of 0.002 cubic meters per second from the pond. One 250mm overflow pipe is also proposed based on the drainage manual standards.

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Fendy Royn
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2K views3 pages

Perunding Yaa Sdn. BHD.: Hydraulic Calculation Report (On Site Detention)

This hydraulic calculation report evaluates the on-site stormwater detention requirements for a proposed 1-story funeral parlour building with a 352 square meter catchment area. The report finds that the proposed 23.625 cubic meter detention pond meets the site storage requirement of 17.57 cubic meters. A 25mm orifice outlet is designed to control the 5-year storm discharge of 0.002 cubic meters per second from the pond. One 250mm overflow pipe is also proposed based on the drainage manual standards.

Uploaded by

Fendy Royn
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
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Download as PDF, TXT or read online on Scribd
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HYDRAULIC CALCULATION REPORT

(ON SITE DETENTION)


UNTUK

PERMOHONAN KEBENARAN MERANCANG UNTUK CADANGAN MENDIRIKAN 1 UNIT


RUMAH PENGURUSAN PENGEBUMIAN (FUNERAL PARLOUR) 1 TINGKAT DI ATAS
SEBAHAGIAN LOT 1711, SEKSYEN 2, BANDAR GEORGE TOWN, D.T.L.,
DI JALAN BATU GANTONG, PULAU PINANG.

UNTUK : TETUAN
TETUAN UNITED HOKKIEN CEMETERIES

PERUNDING YAA SDN. BHD.


[COMPANY NO. 335410-T ]
JURUTERA PERUNDING - CONSULTING ENGINEERS
NO. 45, JALAN FREE SCHOOL, 11600 PULAU PINANG, MALAYSIA.
Tel: (04) - 2811717[ 4 Lines ], 2811066 Fax: (604) - 2816995

email: design@perundingyaa.com.my

URBAN STORMWATER MANAGEMENT MANUAL FOR MALAYSIA


(MSMA Edisi 2)
ON-SITE DETENTION DESIGN BASED ON 'MANUAL SALIRAN MESRA ALAM EDISI 2'
Based on simplified OSD Procedure Chapter 5.83

1) Catchment Area = 352 m2


= 0.087 Acres
= 0.035 Hactres

Catchment Data

i. Catchment Reion = 3

ii. Type of Catchment = Mild

Type Post-development(m2)
Building 352
Infra & Road 0.0
Impervious Area % 100

Design Average Recurrence Interval


For Medium density,
Minor ARI = 10 years
Major ARI = 100 years

From Table 5.A1


Region 3 PSD (l/s/ha) SSR (m3/ha)
Type of Catchment Mild 70.10 499.06

2) Permissible Site Discharge

0.035 ha x 70.10 l/s/ha = 2.47 l/s


= 0.002 m3/s

3) Site Storage Requirements

0.035 ha x 499.06 m3/ha = 17.57 m3

4) Proposed On-Site Detention

Detention Pond = 0.5625 m2 (Area) x 42 m (Length)


750 mm x 750 mm
Width Depth
= 23.625 m3 > 17.57 m3

Hence, OK
5) Design of Final Control Outlet - Orifice Outlet

5 years ARI dischrge, Q = C0A0(2gH0)0.5 (m3/s) (Eq. 1)


and
Q = KorD2H00.5 (Eq. 2)
Where,
Design discharge, Q = 0.002 m3/s

Kor = 2.09

Discharge Coefficient, Co = 0.6

Gravitational accelreation, = 9.81 m2/s


g

Trial and Error Method (By Eq. 2)


Pipe Sizes (mm) H0(m) Discharge Capacity, Q
25 0.738 0.001
50 0.725 0.004
75 0.713 0.010
100 0.700 0.017
150 0.675 0.039
225 0.638 0.084
300 0.600 0.146
375 0.563 0.220
450 0.525 0.307
600 0.450 0.505
750 0.375 0.720
900 0.300 0.927
1050 0.225 1.093
1200 0.150 1.166
1350 0.075 1.043
1500 0.000 0.000

Proposed 25 mm Orificice Control Outlet

Where, 0.001 m3/s < 0.002 m3/s

Table 5 A3 Overflow Pipe Adopt 1 nos of


As SPT is not in the list in Table 5.A2, refer Table 5.A3 only. 250mm PVC Pipe

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