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MSMA2-

WHAT CHANGES?

Presented By: Ir. Dr. Quek Keng Hong

*A BEM/CPD Endorsed Seminar (6 CPD Hours)

Venue: Jurutera Perunding Primareka Sdn Bhd

Organised By: Dr. Quek & Associates

Date: 9 March 2013 Time: 8:30 am-5:00 pm


Program for Today:

• Registration: 8:30 am

• 1st Session: 9:00 am- 10:30 am

• Morning Tea Break: 10:30 am to 11 am

• 2nd Session: 11:00 am-12:30 pm

• Lunch: 12:30 pm to 1:30 pm

• 3rd Session: 1:30 pm- 3:00 pm

• Afternoon Tea Break: 3:00 pm to 3:30 pm

• 4th Session: 3:30 pm- 5:00 pm

• Seminar Finish: 5:00 pm


Let’s Introduce Myself

• Ir. Dr. Quek Keng Hong

• Chairman of IEM WRTD 2003/4/5

• Professional engineer, member IEM

• Consultancy for 20+ years

• Training MSMA Workshops

• Principal of Dr. Quek & Associates


My Track Records: • Review of Bridges for Double Track from Rawang-

Ipoh- 2001. DRB-HICOM.

• Review of Culverts for Double Track from Rawang-Ipoh- 2001. DRB-HICOM.

• Hydrological and Hydraulic Design Double Track from Gemas-Kluang 2003/4. GAMUDA-MMC.

• Hydrological and Hydraulic Design Double Track from Kluang-JB- 2003/4. GAMUDA-MMC.

• Many infrastructural projects around the country.

• Expert witness for many court cases related to flooding.


Remember the Good Old Day?

• Planning and Design

Procedure No. 1

(PDP1) published by

D.I.D. in 1975.

• 242 pages

• 10 chapters

• ½ inch thick


Remember the

Not So Good Old Days?

• >1,100 pages

• 20 volumes

• 48 chapters

• 2 three-inch arch

folders


Good Old Days Are Back?

• 20 chapters

• 1 three-inch arch

folders

Wait! Are you telling me…

• Good news?

• Bad news?



By the end of this Seminar…

• For a typical urban area like KL, if you

apply MSMA2, you can expect:

• ??% higher storm intensity.

• ??% higher peak discharges.

• ??% bigger OSD.

• ??% bigger wet/dry sediment basins.


Bonuses

• 4 spreadsheets were used in the case

studies:

• (1) IDF computation

• (2) Rational Method computation

• (3) OSD design computation, and

• (4) Wet and dry sediment basins design.


Extra Bonus

• Download spreadsheets from:

• http://seminar1.msmaware.com

http://seminar1.msmaware.com/


Next Topic

• Important Changes in MSMA (2011)

• 19 Major Topics


Chapter 2: Changes in

MSMA 2000 & 2011

• 2.2.1 Layout of MSMA (2011)

• 2.2.2 Quantity Control Design Criteria

• 2.2.3 Design Storm Computation

• 2.2.4 Storm Temporal Pattern

• 2.2.5 Rational Formula

• 2.2.6 Changes in OSD Design Procedure

• 2.2.7 Detention Ponds

• 2.2.8 Time-Area Method

• 2.2.9 Quality Control Design Criteria


Chapter 2- Continued

• 2.2.10 Pollutant Reduction Targets

• 2.2.11 Pollutant Estimation

• 2.2.12 Sediment Basins

• 2.2.13 Gross Pollutant Traps

• 2.2.14 Water Quality Ponds

• 2.2.15 Erosion and Sediment Control

• 2.2.16 Rainwater Harvesting

• 2.2.17 Pipe Drain

• 2.2.18 Engineered Channel


2.2.1: Layout of MSMA (2011)

MSMA (2000) MSMA (2011) Part A: Introduction

Chapter 1: Malaysian Perspective Chapter 1- Design Acceptance Criteria

Chapter 2: Environment Processes Chapter 1- Design Acceptance Criteria

Chapter 3: Stormwater Management Chapter 1- Design Acceptance Criteria

Part B : Administration

Chapter 4: Design Acceptance Criteria Chapter 1- Design Acceptance Criteria

Chapter 5: Institutional and Legal Framework Chapter 1- Design Acceptance Criteria

Chapter 6: Authority Requirement and Documentation Chapter 1- Design Acceptance Criteria

Part C : Planning

Chapter 7: Planning Framework Chapter 1- Design Acceptance Criteria

Chapter 8: Strategic Planning Chapter 1- Design Acceptance Criteria

Chapter 9: Master Planning Chapter 1- Design Acceptance Criteria

Chapter 10: Choice of Management Chapter 1- Design Acceptance Criteria

Part D : Hydrology and Hydraulics

Chapter 11: Hydrologic Design Concepts Chapter 2- Quantity Design Fundamental

Chapter 12: Hydraulic Fundamentals Chapter 2- Quantity Design Fundamental

Chapter 13: Design Rainfall Chapter 2- Quantity Design Fundamental

Chapter 14: Flow Estimation and Routing Chapter 2- Quantity Design Fundamental

Chapter 15: Pollutant Estimation, Transport and Retention Chapter 3- Quality Design Fundamentals

Chapter 16: Stormwater System Design Chapter 2- Quantity Design Fundamental

Chapter 17: Computer Models and Softwares Chapter 2- Quantity Design Fundamental

Part E : Runoff Quantity Control

Chapter 18: Principle of Quantity Control Chapter 5- On-Site Detention/Chapter 7- Detention Pond

Chapter 19: On-site Detention Chapter 5- On-Site Detention

Chapter 20: Community and Regional Detention Chapter 7- Detention Pond

Chapter 21: On-site and Community Retention Chapter 8- Infiltration Facilities

Chapter 22: Regional Retention Chapter 8- Infiltration Facilities

Nil Chapter 6- Rainwater Harvesting

Part F : Runoff Conveyance

Chapter 23: Roof and Property Drainage Chapter 4- Roof and Property Drainage

Chapter 24: Stormwater Inlets Chapter 13- Pavement Drainage

Chapter 25: Pipe Drains Chapter 15- Pipe Drain

Chapter 26: Open Drains Chapter 14- Drains and Swales

Chapter 27: Culvert Chapter 18- Culvert

Chapter 28: Engineered Waterways Chapter 16- Engineered Channel

Chapter 29: Hydraulic Structures Chapter 20- Hydraulic Structures

Part G : Post Construction Runoff Quality Controls

Chapter 30: Stormwater Quality Monitoring Chapter 3- Quality Design Fundamentals

Chapter 31: Filtration Chapter 9- Bioretention System

Chapter 32: Infiltration Chapter 8- Infiltration Facilities

Chapter 33: Oil Separators Chapter 10- Gross Pollutant Traps

Chapter 34: Gross Pollutant Traps Chapter 10- Gross Pollutant Traps

Chapter 35: Constructed Ponds and Wetlands Chapter 11- Water Quality Ponds and Wetlands

Chapter 36: Housekeeping Practices Nil

Chapter 37: Community Education Nil

Part H : Construction Runoff Quality Controls

Chapter 38: Action to Control Erosion and Sediment Chapter 12- Erosion and Sediment Control

Chapter 39: Erosion and Sediment Control Measures Chapter 12- Erosion and Sediment Control

Chapter 40: Contractor Activity Control Measures Chapter 12- Erosion and Sediment Control

Chapter 41: Erosion and Sediment Control Plans Chapter 12- Erosion and Sediment Control

Part I : Special Application

Chapter 42: Landscaping Annex 1: Ecological Plants

Chapter 43: Riparian Vegetation and Watercourse Management Chapter 17- Bioengineered Channel

Chapter 44: Subsoil Drainage Nil

Chapter 45: Pumped Drainage Chapter 19- Pump and Tidal Gate

Chapter 46: Lowland, Tidal and Small Island Drainage Nil

Chapter 47: Hillside Drainage Nil

Chapter 48: Wet Weather Wastewater Overflows Nil

Nil Annex 2: Maintenance

Nil Annex 3: IDF Curves

Table 2.1:

Comparison

of the various

chapters in

MSMA

(2000, 2011).


2.2.2: Quantity Control

Design Criteria

Table 2.2 DESIGN STORM ARIs FOR URBAN STORMWATER SYSTEM ADOPTION

(MSMA, 2000) Source: Table 4.1 of MSMA (2000)

Type of Development Average Recurrence interval (ARI) of Design Storm (Year)

Quantity Quality

Minor System Major System

Open Space, Parks and Agricultural Land in urban

areas

1 Up to 100 3 month

A.R.I. (for

all types

of

developm

ent)

Residential:

- Low density 2 Up to 100

- Medium density 5 Up to 100

- High density 10 Up to 100

Commercial, Business and Industrial- Other than

CBD

5 Up to 100

Commercial, Business, Industrial in Central

Business District (CBD) areas of Large Cities

10 Up to 100


2.2.2: Quantity Control

Design Criteria

Table 2.3 DESIGN STORM ARI ADOPTION (MSMA, 2011)

Type of

Development

Minimum Average Recurrence

interval (ARI)

of Design Storm (Year)

Residential Minor

System

Major

System

-Bungalow and Semi-D 5 50

-Link Houses/Apartment 10 100

Commercial and

Business Centers

10 100

Industry 10 100

Sport Fields, Parks

and Agricultural

Land

2 20

Infrastructure/utility 5 100

Institutional

Building/Complex

10 100


2.2.3: Design Storm

Computation

• Equation (2.1) in MSMA (2000):

• Equation 2.2 of MSMA (2011):


2.2.4: Storm Temporal Pattern

• 5 regions

• Recommended Time Intervals

Storm Duration (minutes) Time Interval (minutes)

< 60 5

60-120 10

121-360 15

>360 30


2.2.5: Rational Formula

• MSMA (2000)

• MSMA (2011)


2.2.5: Rational Formula

(Continued) Landuse Runoff Coefficient (C)

For Minor

System

(≤10 year

ARI)

For Major

System

(>10 year

ARI)

Residential

Bungalow

Semi-detached

Bungalow

Link and

Terrance House

Flat and

Apartment

Condominium

0.65

0.70

0.80

0.80

0.75

0.70

0.75

0.90

0.85

0.80

Commercial and

Business Centres

0.90 0.95

Industrial 0.90 0.95

Sport Fields, Park

and Agriculture

0.30 0.40

Open Spaces

Bare Soil (No

Cover)

Grass Cover

Bush Cover

Forest Cover

0.50

0.40

0.35

0.30

0.60

0.50

0.45

0.40

Roads and

Highways

0.95 0.95

Water Body

(Pond)

Detention Pond

(with outlet)

Retention Pond

(no outlet)

0.95

0.00

0.95

0.00


2.2.6: Changes in OSD

Design Procedure

• MSMA (2000)

• Permissible Site Discharge (PSD)

• Site Storage Requirement (SSR)



Design Procedure

• MSMA (2011) • Figure 5.A1 divides peninsula into 5 design regions.

• Table 5.A1 gives max PSD and min SSR for 5 regions in Pen

Malaysia.

• Table 5.A2: gives max PSD, min SSR and inlet values for major

towns in Pen Malaysia.

• Table 5.A3 gives the OSD volume, inlet size and outlet size for 5

regions in Pen Malaysia.

• Table 5.A4 gives the discharge and pipe diameter relationship for

low lying, mild and steep slopes.



Design Procedure (Continued)

• Table 2.6 OSD or Dry/Wet Detention

Pond in MSMA (2011)

Type of Storage Facility Limiting Area (ha)

Individual OSD ≤ 0.1

Community OSD >0.1, ≤5

Dry Detention Pond 5 to 10

Wet Detention Pond >10


2.2.7: Detention Ponds

• MSMA (2011) • Figure 2.1 Estimate of Pond Area for Planning Purpose

• (Figure 7.5 in MSMA, 2011)


2.2.8: Time-Area Method

• MSMA (2000)


2.2.8: Time-Area Method

• MSMA (2011)

Catchment

Condition

Initial loss

(mm)

Continuous

Loss (mm/hr)

Impervious 1.5 0

Pervious 10 (i) Sandy Soil: 10-25

mm/hr

(ii) Loam Soil: 3-10

mm/hr

(iii) Clay Soil: 0.5-3

mm/hr


2.2.9: Quality Control

Design Criteria

• MSMA (2000)

• Dry pond- retain 70% coarse sediments

>0.04 mm, 3/6 months for project </> 2 yr

• Wet pond- 75/80 percentile 5 day rainfall

events.


2.2.9: Quality Control

Design Criteria

• MSMA (2011)

• 50/40 mm rainfall for temporary/permanent

rainfall

Variables Criteria

Water Quality Volume Temporary BMPs- 50 mm of rainfall applied to

catchments draining to the BMPs.

Permanent BMPs- 40 mm of rainfall applied to

catchments draining to the BMPs.

Primary Outlet Sizing Based on the peak flow calculated from the 3

month ARI event.

Secondary Outlet

(Spillway) Sizing

As per the ARIs recommended in the

respective chapters of the individual BMPs.


2.2.10: Pollutant

Reduction Targets

• MSMA (2000)

• Pollutant Reduction Targets

Pollutant New

Development

Land

Redevelopment

(see note)

Drainage

System

Upgrading

Annual Average

Pollutant

Removal

Efficiency (%)

Reduction in

Annual Average

Pollutant Load

from Existing

Conditions (%)

Reduction in

Annual Average

Pollutant Load

from Existing

Conditions (%)

Floatables 90 90 30

Sediment 70 50 20

Suspended

Solids

60 40 20

Nitrogen 50 30 20

Phosphorus 50 30 20


2.2.10: Pollutant

Reduction Targets (Continued)

• MSMA (2011)

• Pollutant Reduction Targets

Pollutant Reduction Targets (%)

Floatables / Litters 90

Total Suspended Solids (TSS) 80

Total Nitrogen (TN) 50

Total Phosphorus (TP) 50


2.2.11: Pollutant Estimation

• MSMA (2011)

• Pollutant Load Formula

• Event Mean Concentration (Table 2.13)


2.2.11: Pollutant Estimation

(Continued)

• Pollutant Reduction Curves


2.2.12: Sediment Basins

• Dry Sediment Basin

• MSMA (2000)

• MSMA (2011)

Parameter Design Storm

(mth ARI)

Time of Concentration of Basin Catchment (min)

10 20 30 45 60

Surface Area

(m2/ha)

3 333 250 200 158 121

6 n/a 500 400 300 250

Total Volume

(m3/ha)

3 400 300 240 190 145

6 n/a 600 480 360 300

Parameter Time of Concentration of Basin

Catchment (min)

10 20 30 45 60

Surface Area (m2/ha) 333 250 200 158 121

Total Volume (m3/ha) 400 300 240 190 145


2.2.12: Sediment Basins

• Wet Sediment Basin

• MSMA (2000)

• MSMA (2011)

Parameter Site Runoff

Potential

Magnitude of Design Storm Event in mm

20 30 40 50 60

Settling Zone

Volume

(m3/ha)

Moderate-

high runoff

70 127 200 290 380

Very high

runoff

100 167 260 340 440

Total Volume

(m3/ha)

Moderate-

high runoff

105 190 300 435 570

Very high

runoff

150 250 390 510 660

Parameter Site Runoff

Potential

Magnitude of Design Storm Event in mm

20 30 40 50 60

Settling

Zone

Volume

(m3/ha)

Moderate-

high runoff

70 127 200 290 380

Very high

runoff

100 167 260 340 440

Total

Volume

(m3/ha)

Moderate-

high runoff

105 190 300 435 570

Very high

runoff

150 250 390 510 660


2.2.13: Gross Pollutant Traps

• MSMA (2011)

• See Table 2.18 in notes


2.2.14: Water Quality Ponds

• Water Quality Volume


2.2.15: Erosion and

Sediment Control

• Universal Soil Loss Equation (USLE)

• Modified Universal Soil Loss Equation

(MUSLE)


2.2.16: Rainwater Harvesting

• Average Annual Rainwater Yield

• Tank size estimation

No. Name of Town Average Annual

Rainwater Yield

(m3)

1 Alor Star 103

2 Ipoh 99

3 Klang 107

4 Kuala Lumpur 116

5 Seremban 98

6 Melaka 100

7 Kluang 115

8 Johor Baru 128

9 Kota Baru 95

10 Kuala Terengganu 94

11 Kuantan 111

12 Kuching 156

13 Sibu 144

14 Bintulu 148

15 Kota Kinabalu 109

16 Sandakan 120

17 Tawau 89


2.2.17: Pipe Drain

• Changes in design procedure and content


2.2.18: Engineered Channel

• MSMA (2011)

• Design criteria for different types of

engineered channels

Channel Type Minimu

m

Freeboa

d (mm)

Minimu

m

Longitu

dinal

Grade

(%)

Maximum

Average

Flow

Velocity

(m/s)

Maxi

mum

Side

Slope

Natural channels 300 0.1 2 1V:3H

Grassed

channels

300 0.1 2 1V:3H

Soft lined

channels with

turf

reinforcements

mats (TRM)

300 0.1 4 1V:2H

Composite

channels

300 0.4 4 1V:1.5

H

Hard lined

channels

300 0.4 4 Vertic

al


Next Topic

• Case Studies


Chapter 3: Case Studies

• 3.1.1: Case Study 1- Design A.R.I.

• 3.1.2: Case Study 2: Design Storm

• 3.1.3: Case Study 3: Design Discharge

Estimate using Rational Method

• 3.1.4: Case Study 4: On-Site Detention

• 3.1.5: Case Study 5: Sediment Basin Sizing


3.1.1: Case Study 1-

Design A.R.I.

• Changes in the design A.R.I. on rainfall intensities

is assessed.

• Using the design storm A.R.I. for the old and new

procedures, the rainfall intensities for both minor

and major systems are compared.

• The quantum of increase is assessed.

• The location of the study is in Sg. Batu, Kuala

Lumpur.



Design A.R.I. (Results)

• For medium density residential and commercial and city

area, the storm intensity has increased by up to 22% for

minor system for an A.R.I increase from 5 to 10 years

• And up to 33% for major system for an A.R.I increase

from 50 year to 100 years from MSMA (2000) to (2011).

• changes in the storm intensity is not only due to changes in

the A.R.I but also the higher IDF data in MSMA (2011).

• It is expected the same proportional increase in the design

discharge is observed.



Design Storm

• The design storm estimates are compared

using the IDF formulas from MSMA (2000)

& 2011 for Kualta Lumpur.

• The objective is to determine the changes in

design rainfall due to differences in the IDF

formulas.



Design Storm (Results)

• Durations of between 15 to 700 min, the IDF estimates

using MSMA (2011) were mostly higher than those

estimated using MSMA (2000).

• In the study, out of 14 stations, 10 of them (or 71%) were

higher than the MSMA (2000) curve, while the remaining

4 stations (or 29%) were lower than the first edition

estimates.

• Conclusion: design storms estimated based on MSMA

(2011) for Kuala Lumpur can be up to about 26% higher

than MSMA (2000) for duration below 700 minutes, for

71% of the stations.



Design Storm (Results)

• IDF (KL) ARI= 100 yr

1

10

100

1000

1 10 100 1000 10000

Rai

nfa

ll In

ten

sity

(m

m/h

r)

Storm Duration (min)

Comparison of Estimated Rainfall Intensity Frequency Duration Curves for Kuala Lumpur between MSMA 2000 & 2011 (A.R.I. =100 YR)

0 (MSMA 2000) 1 (MSMA 2011) 2 (MSMA 2011) 3 (MSMA 2011) 4 (MSMA 2011)




3.1.3: Case Study 3- Design

Discharge (Rational Method)

• The Rational Method for 1st and 2nd editions

are applied to a typical catchment and the

results compared.

• The changes in the design discharge due to

changes in the runoff coefficient C is

assessed.

• The study area is located in Sg. Batu, Kuala

Lumpur.


3.1.3: Case Study 3- Design

Discharge (Rational Method)

• For commercial and city area, the peak discharge from MSMA (2011)

is about 31% higher than the peak discharge from MSMA (2000). The

Q has increased from 16.9 to 22.1 m3/s. The C has increased from

0.905 to 0.95 while the storm intensity has increased from 224.3

mm/hr to 279.4.

• In conclusion, the peak discharge computed using the Rational Method

in MSMA (2011) is up to 31% higher than that in MSMA (2000).

• In general, it is concluded that 71% of the stations in Kuala Lumpur

will have up to 26% higher storm intensity and up to 31% higher peak

discharges for commercial and city area.



On-Site Detention

• Design of On-Site Detention (OSD)

facilities using MSMA (2000) and MSMA

(2011) for a proposed factory site in Sg

Batu, Kuala Lumpur.



On-Site Detention

• The result (Table 3.16) shows that for Kuala

Lumpur, the PSD using MSMA (2011) is

about 20% of that using MSMA (2000).

• For the SSR, the result shows that the figure

using MSMA (2011) is about 190% that

using MSMA (2000).



Sediment Basin Sizing

• Case Study: To design a dry sediment basin

for a construction site in Kuala Lumpur

using MSMA (2000) and (2011).

• Same catchement data.



Sediment Basin Sizing

• The dry sediment basin volume using MSMA (2011) is half of that

using MSMA (2000) for 6 month A.R.I design (for projects taking

more than two years) as MSMA (2011) does not cover 6 month A.R.I.

• The wet sediment basin volume was 65% higher using MSMA (2011)

compared to MSMA (2000) because of it was based on 50 mm of

rainfall for temporary BMP in MSMA (2011), compared to the 75th

percentile storm of 36.75 mm in MSMA (2000) which is lower.

• For locations where the 75th percentile 5-day storms are lower than 50

mm, it is expected the wet sedimentation basin volume will decrease

compared to MSMA (2000) using MSMA (2011).


Question: Spreadsheet

or Computer software?

• A dumb engineer is one who use computer

software blindly without understanding the

basic principles involved.

• A smart engineeer is one who understand

the basic principles involved and can apply

them in his design.


Advantages of Spreadsheets

1. Be a real PRO: Understand how to solve

problem from first principles!

2. Can be recycled!

3. Allows plotting easily.

4. Can output results easily.

5. Allows trials and error.


Examples of Spreadsheets

1.Computation of design storm

2.Computation of peak discharge

3.Reservoir routing

4.Design of detention basin

5.Design of sediment basin

6.Water surface profile computation

7.Culvert design procedure

8.Onsite Detention (OSD)


Example 1- Computation of

Design Storms (Workshop A)

• MSMAM uses a set of polynomial equations

for 35 major urban centres in Malaysia.

• PDP1 uses:

– IFD curves derived for 11 cities in P. Malaysia

– HP1 uses a set of ½, 2 & 24 hour isopleths of 2

and 20 year A.R.I. for Malaysia.


Example 2- Computation of

Peak Discharge (Workshop A)

• MSMAM uses:

– For area < 0.8 km2, Rational Method.

– For area > 0.8 km2,

• Time-Area Method

• Runoff-Routing Computer Models

• PDP1 uses:

– Modified Rational Method


Hydrograph Methods:

• Time-Area Method- Design method, spreadsheet. (Workshop 1)

• Runoff-Routing Computer Models (HEC-HMS)- Design and event simulation model, software can simulate changes in landuse, drains types, ponds, detention basins, etc.

• Use with HEC-RAS- powerful tool! (Workshop 2)


Example 3- Reservoir Routing

(Workshop B)

• MSMAM uses level-pool routing method.

• PDP1 uses a graphical procedure to

determine the maximum differential storage

based on the cumulative inflow and

outflow. Note:

MSMAM more accurate

PDP1 approximate


Example 4- Design of

Detention Basin (Workshop B) • MSMAM uses:

– Hydrograph method for inflow

– Level-pool routing through basin

– Can route inflow hydrograph through basin to get outflow hydrograph

• PDP1 uses:

– Modified Rational Method for inflow

– Graphical method of determining storage

– Cannot route hydrograph through basin

• MSMAM states that Post-Development Peak = Pre-Development Peak for major & minor storms

Note:

MSMAM computes

outflow hydrograph

from detention basin


Example 5- Design of

Sediment Basin (Workshop D)

• MSMAM uses:

– 3 or 6 month A.R.I for design storm < or > 2 yr

– Wet/dry sediment basin

– Storage volume related to storm charateristics

(Time of concentration and storm depth)

• PDP1 uses:

– empirical formula to determine storage volume

Note:

MSMAM- more rational

PDP1- more empirical


Example 6- Water Surface Profile

Computation (Workshop C)

• MSMAM:

– Recommends the use of HEC-RAS

– Steady state one dimensional open channel

hydraulics.

• PDP1:

– Unclear on this

– Backwater profile computation using standard step

method considered too difficult

– Manning Formula

Note:

HEC-RAS: Solution of energy equation.

Excellent free public domain software.


Example 7- Culvert Design

Procedure (Workshop B)

• MSMAM uses:

– SI units

– Different nomographs

– More entrance loss coefficients (outlet control)

• PDP1 uses:

– Imperial units

– Different nomographs

– Less entrance loss coefficients

Note:

MSMAM culvert formula wrong!

Eqn 27.4, 27.5


Topics Covered- Recap:

• In general, it is concluded that 71% of the

stations in Kuala Lumpur will have up to

26% higher storm intensity and up to 31%

higher peak discharges for commercial and

city area.

Upcoming Workshops

Workshop Day Content

Workshop A Day 1 Design storm, Rational Method, HP’s

Workshop A Day 2 Time-Area Method

Workshop B Day 1 Reservoir routing, detention basin

Workshop B Day 2 OSD, culvert design

Workshop C Day 1 Hydrologic Modelling using HEC-HMS

Workshop C Day 2 Hydraulic Modelling using HEC-RAS

Workshop D Day 1 Sediment Basins

Workshop D Day 2 Erosion and Sediment Control Plan (ESCP)


Upcoming Workshop

• 13th hands-on training workshop

• Date: 25 June- 4 July, 2013

• Location: C&S room, IEM

• To download registration form, type

http://workshop.msmam.com

• To download material in this Seminar:

• http://seminar1.msmaware.com


http://workshop.msmam.com/

http://seminar1.msmaware.com/

Upcoming Workshop

• DR. QUEK KENG HONG

• SMS: 012-7102620


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