modern sewer design 1996

ModernSewerDesignCanadian Edition

ModernSewerDesignCanadian Edition

Published by:Corrugated Steel Pipe Institute652 Bishop St. N., Unit 2ACambridge, Ontario N3H 4V6

Copyright 1980AMERICAN IRON AND STEEL INSTITUTE1101 17th Street N.W.Suite 1300Washington, D.C. 20036 - 4700

First Edition 1980Second Edition 1990Third Edition (Canadian) 1996

Copyright 1980AMERICAN IRON AND STEEL INSTITUE

All rights reserved,including the right oftranslationand publicationin foreign countries

First Edition 1980First Printing March 1980Second Printing November 1985

Second Edition 1990First Printing 1990

Third Edition (Canadian) 1996First Printing 1996

AISI1101 17th Street, N.W.Suite 1300Washington, D.C. 20036-4700

Produced by VARICON Productions Inc., London, Ontario, CanadaPrinted in Canada

Written and graphic materials in this publication provide general information and serveas a preliminary design guide only. Procedures, techniques and products shown shouldbe used only with competent professional advice. Neither the contributors, the Corru-gated Steel Pipe Institute, nor American Iron & steel Institute, intend this publication asan endorsement or warranty of the suitability of any product, material or data for anyspecific or general use.

PrefaceThe Second Edition of AISIs Modern Sewer Design is the result of athorough review, revising and updating of information to reflect the cur-rent state-of-the-art and needs of the users. This book is intended for theexperienced practitioner as well as the serious student. All chapters havebeen either extensively revised or enlarged to include new material.Major credit is due to the members of the task force and others responsiblefor preparing this Second Edition: R.S. Standley, Consultant, Chairman;Roger Brockenbrough, USX Corporation; Robert Brown, Wheeling Cor-rugating Co.; Richey Dickson, Thompson Culvert Co.; Herbert Lawson,Armco Research & Technology; James Noll, Contech Construction Prod-ucts Inc.; Corwin L. Tracy, National Corrugated Steel Pipe Association;George Tupac, Consultant; and H.C. Hoffman of the AISI staff for overallcoordination and support.The significant contributions from the firm of Paul Thiel Associates Lim-ited, Consulting Engineers, Brampton, Ontario, to the hydrology and hy-draulics portions of the handbook (Chapters 2 through 6) are hereby grate-fully acknowledged.Users of Modern Sewer Design are encouraged to offer suggestions forimprovements in future editions.

AMERICAN IRON & STEEL INSTITUTE1990

Canadian Edition - Supplementary NoteCanadas corrugated steel pipe industry converted its product specifica-tions to metric units in 1980. Therefore, this manual originally publishedin the USA, has been extensively revised for distribution in Canada.The information presented in Chapter 1 of this edition reflects current prod-uct availability in Canada and every effort has been made to ensure itsaccuracy. Metric versions of some of the information presented throughoutthis manual is available from the Corrugated Steel Pipe Institute (CSPI),652 Bishop St. N. Unit 2A, Cambridge, Ont. N3H 4V6.The following people must be thanked for their contributions toward pre-paring this edition: Ken de Souza, Dofasco; Steven Fox, Canadian SheetSteel Building Institute; Brian Gibson, Stelco; Robert Lemon; Peter Smith,Armtec; and Mike Wilson, Atlantic Industries.

CORRUGATED STEEL PIPE INSTITUTE1996

ContentsPREFACE ....................................................................................................3Chapter 1 STEEL SEWER PRODUCTS ..........................................................7

Corrugated Steel Pipe and Structural Plate Pipe Data ...................7Corrugated Steel Pipe .....................................................................7Structural Plate Pipe ........................................................................7Perforated Pipe ................................................................................11Arch Channels ..............................................................................17CSP Coupling Systems....................................................................17CSP Field Joints..............................................................................17CSP Fittings and Sewer Appurtenances .......................................21Fittings ....................................................................................... 21Saddle Branch .............................................................................25Transitions ..................................................................................26Manholes and Catch Basins ..........................................................27Manhole and Catch Basin Tops....................................................28Manhole Reinforcing .....................................................................29Manhole Slip Joints.......................................................................29Manhole Ladder ..........................................................................30Manhole Steps ............................................................................31CSP Slotted Drain Inlets .............................................................32Sprial Rib Steel Pipe ...................................................................................33Protective Coatings, Lining and Paving............................................34Sheets and Coils .............................................................................34Pipe ............................................................................................ 34

Chapter 2 STORM DRAINAGE PLANNING..................................................37Conceptual Design .........................................................................39Methods to Reduce Quantity of Runoff andMinimize Pollution .......................................................................40Foundation Drains ......................................................................44Environmental Considerations of Runoff Waters .......................46

Chapter 3 HYDROLOGY ...............................................................................55Estimation of Rainfall .................................................................56Estimation of Effective Rainfall .................................................64Establishing the Time of Concentration .......................................73Determination of the Runoff Hydrograph ...................................77Computer Models ...........................................................................84

Chapter 4 HYDRAULICS OF STORM SEWERS ..............................................89Classification of Channel Flow ...................................................90Specific Energy ...........................................................................93Energy Losses .............................................................................95Friction Losses ..............................................................................101Solving the Friction Loss Equation ...............................................105Surface Water Profiles ...............................................................106Hydraulic Jump .........................................................................108Form Losses in Junctions, Bends and OtherStructures ......................................................................................108Hydraulics of Storm Inlets .............................................................113

Chapter 5 HYDRAULIC DESIGN OF STORM SEWERS ..............................125Backwater Analysis ...................................................................125Methods of Determining Equivalent HydraulicAlternatives ..............................................................................134Design of Storm Drainage Facilities .........................................139Hydraulic Design Example of Minor - Major System .............142

Chapter 6 STORMWATER DETENTION & SUBSURFACE DISPOSAL ...............161Stormwater Detention Facilities ................................................161Design of Storm Water Detention Facilities ...............................165Subsurface Disposal of Storm Water .............................................172Methods of Subsurface Disposal ...............................................172Soil Investigation and Infiltration Tests .......................................176Design Techniques ........................................................................179Design Procedure ......................................................................185Design Example .........................................................................185Construction of Recharge Trenches ............................................188

Chapter 7 STRUCTURAL DESIGN .................................................................193Loadings .....................................................................................193Strength Considerations ................................................................194Handling Stiffness .....................................................................195Deflection .................................................................................196Seam Strength ............................................................................197Pipe-Arches ...............................................................................197ASTM Standard Practices .........................................................198Canadian Standard Practices ......................................................198Design Example ........................................................................200Depth of Cover ............................................................................201Installation and Backfill of Sprial Rib Pipe ...............................206Aerial Sewers ............................................................................212Design of Fittings ......................................................................213Structural Design for CSP Field Joints ......................................214

Chapter 8 DURABILITY ................................................................................221Factors Affecting CSP Durability ..............................................221Project Design Life ...................................................................225Durability Guidelines ................................................................225Example of Durability Design ..................................................226Coatings for CSP Storm Sewers ....................................................228

Chapter 9 VALUE ENGINEERING AND LEAST COST ANALYSIS ................233Value Engineering .....................................................................233Alternate Designs and Bids on Pipe ..........................................235Least Cost Analysis ...................................................................239Summary ....................................................................................249

Chapter 10 CONSTRUCTION .........................................................................253Construction Plans ....................................................................253Subsurface Soil Information .....................................................253Trench Excavation ....................................................................255Couplings ..................................................................................262Testing .........................................................................................264Field Layout, Alignment and Installation ....................................264Backfilling Procedure ...................................................................269Summary ....................................................................................273

Chapter 11 MAINTENANCE AND REHABILITATION ................................275General ......................................................................................... 275Basins ..........................................................................................275Trenches .................................................................................... 276Wells .........................................................................................276Catch Basins ..............................................................................278Methods and Equipment for Cleanout of Systems .......................279Reported Practice .......................................................................281Rehabilitation ........................................................................... 282

299GENERAL INDEX

General Index

AAerial sewers 212-213Aircraft loads, minimum cover for

T7.17, 210, T7.18, 211, T7.19, 212,T7.21, 213Alignment changes of CSP 268Allowable span, ariel sewers T7.22, 214Alternate designs and bids on pipe

235-238Annular CSP, description 7Antecedent Moisture Conditions

(AMC) 67Arch channels 17Arch (pipe-) elbow fittings, minimum

dimensions T1.15, 24Arches (pipe-) layout details T1.7, 13;

T1.8, 13Assembly of CSP field units 215-218

BBackfilling procedure 269-272Backwater analysis in hydraulic design

125-133Basins, maintenance on, 275-276Bend losses 113Bernoulli equation 91-92Blue-green storage 170Bucket line for cleanout 279

CCatch basin(s) 27

maintenance on 278reinforcing 29tops 28

Chemical analyses 50Coatings 34Combination system 180-184Compressed air jet for cleanout

279-280Computer models 84, T3.8, 85, 157, 159Connectors 17-20Construction, Chapter 10, 253-273

plans in sewer excavation 253

General IndexThe scope of this book can best be determined by the Contents on pages 4 and 5.The chapters and prime references are shown in bold face. Tables are indicated byT followed by chapter, table number and page number. (T 4.16, 118)(Corrections or suggestions are invited.)

Contents 4-5Conversion tables 289-296Corrosion from soil 221

from soil vs. electrical resistivityT8.1, 229

Corrosiveness of soils T8.2, 230Corrugated Steel Pipe

annular 7data 8-16helical 7sizes T1.1, 8

Couplings systems 17-20Critical flow depth 93-97Curve numbers T3.6, 69

DDepression storage 64Depression (typical) T3.3, 65Depth of cover T7.6-T7.16, 202-209Design

and bids on pipe, alternate 235-238of stormwater detention facilities

165-169Structural, Chapter 7, 193-219techniques 179

Detention pond design T6.1, 169Detention facilities 161-164Dewatering of trenches 261-263Dimensions

for elbows for round CSP T1.13, 22for CSP pipe-arch elbow fittings

T1.15, 24for CSP round fittings T1.14, 23

Disclaimer 2Drain inlets, slotted 32Drainage

from Storms, Chapter 2, 37-53Durability

factors affecting 221-225design 226-228Chapter 8,

221-231

300 MODERN SEWER DESIGN

EElbows, dimensions, minimum

T1.13, 22; T1.15, 24Energy loss

in hydraulic design 95, 129-131solution T5.1, 127

Entrance loss 111coefficient T4.15, 111

Environmental Considerations 46-52EPA regulations (proposed) T2.3, 50Excavation of trenches 255-262Exfiltration

analysis 185calculations 185-186

FField joints 17-20, 216-218Field layout, alignments and

installation 264-267Field test 177-179Fire hosing flushing for cleanout 280Fittings 21Fittings and sewer appurtenances,

CSP 21Flooding 89Flow regulators 170Form losses in junctions, bends and

other structures 108-113Foundation drains 44-46, 157

collector design sheet T5.10, 158in a major/minor system 155-157

Friction losses 101-105equation 105-106

GGaskets 17-19, T1.12, 17General Tables 297-298Ground water

monitoring 52quality process 48-51

HHandling weight of CSP T1.2-1.5, 8-11Helical CSP, description of 7Highway

live loads T7.3, 199loadings 193

Hydraulicsalternatives, methods for

determining 134-138calculations T5.2, 128; T5.7, 152jump 108properties of conduits T4.2 -T4.7, 99-100Of Storm Sewers, Chapter 4

89-123Hydrograph method of stormwater

detention 165-169Hydrology, Chapter 3 55-87

IIndirect method of soil investigation

and infiltration tests 179Infiltration 43

basins 172systems, maintenance on 275-278trench 172-173

Interior coatingsstorm sewers 226

JJoint

properties 217-218types 217

KKutter equation 102-105

LLayout

details for CSP pipe-archesT.17-1.8, 13

details for structural plate pipe-arches T1.9-1.10, 14-15

Lead contamination 48Linear recharge system 179Live loads, highway and railway

T7.3, 199Loadings in structural design 193Loss of head T4.12-T.4.14, 110-111

MMaintenance, Chapter 11 275-287Major drainage system 37; 39

of storm drainage facilities139-140; 144-148

301GENERAL INDEX

Manholejunction losses 112

Manhole(s) 27ladder 30reinforcing 29slip joints 29steps 31tops 28

Manning Equation 101Materials

descriptions and specificationsT1.16, 35

Metal contamination 48Minimum cover for aircraft loads

T7.17-T7.19, 210-212Minor system of storm drainage

facilities 37, 39, 139, 142Moment

of inertia and cross-sectional areaT7.4, 199

strength 217

PPavings 34Perforated pipe 11

in recharge trenches 190Permeability coefficients T6.2, 177Pipe-arches 197

elbow fittings T1.15, 24sizes and layout details

T1.7-T1.8, 13Pipe backfill 191Planning of urban drainage systems 39Point source and recharge system 179-180Pollution and runoff 40-44Porous pavements and runoff 43Preface 3Products, Sewer, Steel, Chapter 1 7-35Profiles of pipe T1.1, 8Protective coatings 226

RRailway

live loads T7.3, 199loadings 193

Rainfallestimation 56-57hyetographs 57-62intensities 57, 58intensity duration frequency T5.5, 145

Rational method, limitations of 65

Recharge trenchesconstruction of 188-191

Referencesdurability 230-231hydraulic design of storm sewers 159hydraulics of storm sewers 123hydrology 86-87maintenance and rehabilitation 287storm drainage planning 53stormwater detention and

subsurface disposal 191structural design 218-219

Reported maintenance practice 281Resistivity values (typical) T8.1, 229Retention

systems 172-175wells 175

Rooftop detention 163-164Roughness and friction formula

coefficients T4.8, 101Mannings Equation 101

Round fittings, dimensionsminimum T1.14, 23

Runoffcoefficient 65-66; T3.4, 66curve numbers T3.5, 68estimation of 64-65quantity of, reduction of 40-44waters, environmental

considerations 46-52

SSaddle branches 25Sewer

appurtenances 21-31design (storm) preliminary T5.6, 150installation 253-273jet flushers 280-281Products, Steel, Chapter 1 7-35

Shapes of CSP T1.1, 8Shear strength 217Sizes of CSP T1.1, 8; T1.2-T1.6,

8-12Slip joints, manhole 29Slotted drain inlets 32Soil

cohesive vs. cohesionless 258-259conditions 217investigation infiltration tests

176-177tightness 217


Stable slope angles for variouscohesionless materials T10.1, 259

Steel Sewer Products, Chapter 1 7-35Stiffness of pipes 195-196Storm Drainage Planning, Chapter 2

37-53facilities, design of 139-159facilities, layout of 139

Storm Sewers,Hydraulic Design of, Chapter 5125-159

Stormwater Detention andSubsurface Disposal, Chapter 6161-191

Stormwaterdetention facilities 161-163detention facilities, design of 165-169inlets, hydraulics of 113-122management 38

Strength considerations in structuraldesign 194-195

Structural Design, Chapter 7,193-219

for CSP field joints 214-218Structural plate

arches, representative sizes T1.11, 16pipe-arches, sizes and layout details

T1.10, 15pipe description 7

Subsurface soil information 253Surface detention 161Surface infiltration and runoff 43Surface water profiles in hydraulic

design 106-107Surging and pumping for cleanout 280Synthetic filter fabrics 191

TTesting joint tightness 264Thickness of pipe T1.1, 8Time of concentration 73-74Transitions 26

losses (open channel) 109losses (pressure flow) 109-111

Trenchconstruction in noncohesive soil or

sand 188construction in permeable rock

and/or stable soil 188dewatering 261-262excavation 255-260maintenance 276

shape 257stability 258-259stabilization systems 259-262

UUnderground

conduits, moment of inertia andcross-sectional area T7.4, 199

construction 267-268detention 161

Unit hydrographdetermination 77-78methods of S.C.S. 79-80rectangular 80-81

VVacuum pumps for cleanout 279Value Engineering and Least Cost

Analysis, Chapter 9 233-251Volume reduction measures T2.1, 41

WWastewater

treatment 46-48Waterjet spray for cleanout 279Water quality

effects of runoff on 44process (ground) 48-51

Watertightness 218Waterway areas for standard sizes of

CSP T4.1, 98Weight of CSP T1.2-T1.5, 8-11Wells, maintenance of 276-278

ZZero increase in stormwater

runoff 38

303GENERAL INDEX


Fabricated fittings can be made to solve almost any sewer problem.

7IntroductionCorrugated steel pipe (CSP) provides a strong, durable, economical selec-tion for the construction of sewer systems. Introduced by a city engineer in1896, countless miles of CSP now provide reliable service throughout thehighway system, and in large and small municipalities across the NorthAmerican continent.

The sewer designer can select from a wide range of CSP products tomeet exacting job requirements. Factory made pipe, in sizes large enoughto accommodate most needs is available with a variety of corrugation pro-files that provide optimal strength. For larger structures, structural platepipe can be furnished for bolted assembly in the field. Shop fabricatedfittings; long lightweight sections; reliable and positive coupling systemsall contribute to speed and economy in field installation. In addition, arange of protective coatings is available to meet rigorous service demands.

CORRUGATED STEEL PIPE AND STRUCTURAL PLATE PIPE DATA

CORRUGATED STEEL PIPEThere are basically two types of corrugated steel pipe: helical and annular.

Helical CSP, where the corrugations and seams run helically around thepipe is fabricated by:

a) lockseam method,b) continuous welding of the seams,c) integrally attaching at the lockseam a helically corrugated steel sheet

with a smooth inner steel lining (smooth lined pipe).Reformed annular ends for joining are available.

Annular CSP, where the corrugations run annularly around the pipe isfabricated by:

a) riveting the seams,b) bolting the seams,c) resistance spot welding the seams.A wide variety of geometrical shapes are available in corrugated steel

pipe to satisfy requirements such as low headroom or greater hydraulicefficiency. See Tables 1.7, 1.8, 1.9, 1.10 and 1.11.

Table 1.1 illustrates the sizes, corrugation profiles, steel thickness andshapes available for the various types of steel pipe.

Handling weights for CSP are shown in Tables 1.2, 1.3, 1.4, 1.5 and 1.6.Tables 1.7 and 1.8 show the design details for corrugated steel pipe-arches.

STRUCTURAL PLATE PIPEFor larger structures requiring field assembly, structural plate pipe is avail-able. Structural plate pipe is fabricated from hot-dip galvanized plates andis assembled by bolting individual plates together to form large pipes, pipe-arches and a variety of other shapes.

Standard sizes of structural plate are indicated in Table 1.1.Sizes and layout details for circular pipe, pipe-arches and arches are

illustrated in Tables 1.9, 1.10 and 1.11.

CHAPTER 1 Steel Sewer Products


Pipe Arch

Round

Note: perforated sub-drains will weigh slightly less*Metallic coated: Galvanized or Aluminum Type 2

Size Specified(Diameter or Corrugation Thickness

Type of Pipe Span) Profile Range Shape

Corrugated 150 - 250 38 x 6.5 1.3 - 1.6 RoundSteel Pipe 300 - 2400 68 x 13 1.3 - 4.2 Round

(Helical and 1200 - 3600 76 x 25 1.6 - 4.2 RoundAnnular Pipe) 1200 - 3600 125 x 26* 1.6 - 4.2 Round

450 - 2130 68 x 13 1.6 - 4.2 Pipe Arch1330 - 2010 76 x 25 1.6 - 4.2 Pipe Arch1330 - 2010 125 x 26 1.6 - 3.5 Pipe Arch

Spiral Rib Pipe 450 - 2600 19 x 19 rib at 190 1.6 - 2.8 Round

Structural 1500 thru Round, Pipe ArchPlate Pipe 8020 and larger 152 x 51 3.0 - 7.0 Elliptical, Arch and

Other Special Shapes

Table 1.1Sizes, corrugation profiles, thickness and shapes available for various types ofsteel pipe

*Available only in helical pipe. Note: All dimensions are in millimetres.

Approximate Kilograms per Linear Metre(Weights will vary slightly with fabrication method)

Inside End SpecifiedDiameter Area Thickness Metallic Full Bituminous

(mm) (m2) (mm) Coated* Coated

150 0.018 1.3 5.9 7.21.6 7.2 8.5

200 0.031 1.3 7.7 9.41.6 9.5 11.0

250 0.049 1.3 9.6 12.01.6 12.0 14.0

Table 1.2Corrugated Steel Pipe (CSP) - round standard diameters, end areas, and handlingweights (38 mm x 6.5 mm)Estimated average weights - not for specification use

91. STEEL SEWER PRODUCTS

Table 1.3Corrugated Steel Pipe (CSP) - round standard diameters, end areas, and handlingweights (68 mm x 13 mm)Estimated average weights - not for specification use*

*Lock seam construction only; weights will vary with other fabrication practices**For other coatings or linings the weights may be interpolatedNote: Pipe arch weights will be the same as the equivalent round pipeFor example, for 1030 mm x 740 mm, 68 mm x 13 mm in Pipe Arch,refer to 800 mm diameter pipe weight

Full FullInside End Specified Full Bituminous Bituminous

Diameter Area Thickness Metallic Bituminous Coated and Coated and(mm) (m2) (mm) Coated Coated Invert Paved Full Paved

300 0.07 1.3 12 15 17 221.6 14 17 19 242.0 18 21 23 28

400 0.13 1.3 16 20 22 301.6 19 23 25 332.0 24 28 30 38

500 0.2 1.3 19 24 27 361.6 24 29 32 412.0 30 35 38 472.8 41 46 49 58

600 0.28 1.3 23 28 32 441.6 28 33 37 492.0 35 40 44 562.8 49 54 58 70

700 0.38 1.6 33 39 44 572.0 41 47 52 652.8 57 63 68 81

800 0.5 1.6 37 44 49 642.0 47 54 59 742.8 65 72 77 92

900 0.64 1.6 42 50 56 732.0 53 61 67 842.8 73 81 87 1043.5 90 98 104 1214.2 108 116 122 139

1000 0.79 1.6 47 56 62 812.0 58 67 73 922.8 81 90 96 1153.5 100 109 115 1344.2 120 129 135 154

1200 1.13 1.6 56 66 74 972.0 70 80 88 1112.8 97 107 115 1383.5 120 130 138 1614.2 144 154 162 185

1400 1.54 2.0 81 93 102 1292.8 113 125 134 1613.5 140 152 161 1884.2 168 180 189 216

1600 2.01 2.0 93 107 117 1482.8 130 144 154 1853.5 160 174 184 2154.2 192 206 216 247

1800 2.54 2.8 146 162 174 2083.5 179 195 206 2414.2 215 231 242 277

2000 3.14 2.8 162 179 192 2303.5 199 216 229 2674.2 239 256 269 307

2200 3.8 3.5 219 238 252 2944.2 263 282 296 338

2400 4.52 4.2 287 308 323 369

Approximate Kilograms Per Linear Metre**


Table 1.4Corrugated Steel Pipe (CSP) - round standard diameters, end areas, and handlingweights (76 mm x 25 mm)Estimated average weights - not for specification use*

*Lock seam construction only; weights will vary with other fabrication practices**For other coatings or linings the weights may be interpolatedNote: Pipe arch weights will be the same as the equivalent round pipeFor example, for 1550 mm x 1200 mm, 76 mm x 25 mm in Pipe Arch,refer to 1400 mm diameter pipe weight



1200 1.13 1.6 65 77 90 1302.0 81 93 106 1462.8 112 124 137 177

1400 1.54 1.6 75 89 104 1512.0 94 108 124 1702.8 131 145 160 2073.5 161 175 190 237

1600 2.01 1.6 86 102 120 1732.0 107 123 141 1942.8 149 165 183 2363.5 184 200 218 2714.2 221 237 255 308

1800 2.54 1.6 96 114 134 1942.0 120 138 158 2182.8 167 185 205 2643.5 206 224 244 3044.2 248 266 286 346

2000 3.14 1.6 107 127 149 2152.0 133 153 175 2412.8 186 206 228 2943.5 229 249 271 3374.2 275 295 317 383

2200 3.8 1.6 117 139 163 2362.0 147 169 193 2662.8 204 226 250 3233.5 252 274 298 3714.2 302 324 348 421

2400 4.52 1.6 128 152 178 2582.0 160 184 210 2902.8 221 245 272 3513.5 274 298 324 4044.2 329 353 380 459

2700 5.73 1.6 144 171 201 2902.0 179 206 236 3252.8 250 277 307 3963.5 308 335 365 4544.2 370 397 427 516

3000 7.07 2.0 199 229 262 3622.8 278 308 341 4403.5 342 372 405 5044.2 411 441 474 574

3300 8.55 2.8 305 338 374 4843.5 376 409 445 5554.2 451 484 520 630

3600 10.18 3.5 410 446 486 6054.2 492 528 568 687



Table 1.5Corrugated Steel Pipe (CSP) - round standard diameters, end areas, and handlingweights ( 125 mm x 26 mm)Estimated average weights - not for specification use*

PERFORATED PIPECorrugated steel pipe is available with perforations for collection or dis-semination of water underground. Most fabricators are equipped to furnish10 mm round holes. Other sizes and configurations are available.The most common standard pattern is 320 - 10 mm round holes per squaremetre of pipe surface. See Chapter 6 for design requirements.




1200 1.13 1.6 57 68 82 1232.0 71 82 96 1372.8 100 111 124 166

1400 1.54 1.6 66 79 95 1432.0 83 96 112 1602.8 116 129 145 1933.5 144 157 173 221

1600 2.01 1.6 76 90 108 1632.0 95 109 127 1822.8 132 147 165 2203.5 165 179 198 2524.2 197 211 230 284

1800 2.54 1.6 85 101 122 1842.0 106 122 143 2052.8 148 165 185 2473.5 185 201 222 2844.2 221 237 258 320

2000 3.14 1.6 94 112 136 2042.0 118 136 159 2282.8 165 183 206 2743.5 205 223 246 3154.2 245 263 286 355

2200 3.8 1.6 104 123 149 2242.0 129 149 175 2502.8 181 201 226 3023.5 225 246 270 3464.2 269 289 314 390

2400 4.52 1.6 113 135 162 2452.0 141 163 190 2732.8 197 219 247 3293.5 245 267 295 3774.2 293 316 343 425

2700 5.73 1.6 127 151 183 2752.0 159 183 214 3072.8 222 246 277 3703.5 276 300 331 4244.2 330 354 385 478

3000 7.07 2.0 176 203 238 3402.8 246 273 307 4103.5 306 333 368 4704.2 366 393 428 530

3300 8.55 2.8 270 300 338 4513.5 336 366 404 5174.2 402 432 470 583

3600 10.18 3.5 367 389 440 5644.2 438 470 511 635

*Lock seam construction only; weights will vary with other fabrication practices**For other coatings or linings the weights may be interpolatedNote: Pipe arch weights will be the same as the equivalent round pipe


Table 1.6End areas and handling weights of spiral rib pipe(19 mm x 19 mm rib at 190 mm)Estimated average weights - not for specification use*


Inside End Specified Full FullDiameter Area Thickness Metallic Bituminous Bituminous Coated

(mm) (m2) (mm) Coated Coated and Invert Paved

450 0.16 1.6 22 28 302.0 27 33 34

525 0.22 1.6 25 31 332.0 31 37 392.8 43 49 49

600 0.28 1.6 30 37 392.0 36 43 442.8 54 61 63

750 0.44 1.6 37 46 492.0 46 55 582.8 63 71 74

900 0.64 1.6 45 55 582.0 55 65 682.8 74 85 88

1050 0.87 1.6 52 64 672.0 64 76 792.8 86 98 101

1200 1.13 1.6 60 74 772.0 73 88 912.8 100 115 118

1350 1.43 1.6 67 83 862.0 82 98 1012.8 112 128 131

1500 1.77 1.6 74 92 952.0 91 109 1122.8 124 141 144

1650 2.14 2.0 100 119 1222.8 137 156 159

1800 2.54 2.0 109 129 1342.8 149 170 174

2100 3.46 2.0 106 131 1352.8 173 198 202

2400 4.52 2.8 198 228 234

2600 5.31 2.8 210 243 249

*Lock seam construction only**For other coatings or linings the weights may be interpolated

13

Waterway Layout DimensionsEquiv. Area

Diameter Span Rise Rc(mm) (mm) (mm) (m2) (mm)

800 1000 700 0.61 1501000 1100 850 0.74 1501200 1330 1030 1.09 1751400 1550 1200 1.48 1751600 1780 1360 1.93 2501800 2010 1530 2.44 3002000 2230 1700 2.97 4002200 2500 1830 3.44 4002400 2800 1950 4.27 4002700 3300 2080 5.39 4003000 3650 2280 6.60 4003300 3890 2690 8.29 4503600 4370 2870 9.76 450

Waterway Layout DimensionsEquiv. Area

Diameter Span Rise B Rc Rt Rb(mm) (mm) (mm) (m2) (mm) (mm) (mm) (mm)

400 450 340 0.11 130 110 225 440500 560 420 0.19 165 135 285 555600 680 500 0.27 190 165 340 740700 800 580 0.37 220 190 400 900800 910 660 0.48 255 220 460 1040900 1030 740 0.61 285 245 525 1190

1000 1150 820 0.74 310 270 585 14051200 1390 970 1.06 375 325 715 17301400 1630 1120 1.44 430 380 845 22051600 1880 1260 1.87 500 435 990 25101800 2130 1400 2.36 560 495 1140 2955


Ris

e

B

Rc

R tR b

R c

Span

Dimensions shown are not for specification purposes, subject to manufacturing tolerances

Table 1.8Sizes and layout details - CSP pipe arches(125 mm x 25 mm and 76 mm x 25 mm corrugation)

Table 1.7Sizes and layout details - CSP pipe arches(68 mm x 13 mm corrugation)

Dimensions shown are not for specification purposes, subject to manufacturing tolerances


Table 1.9Size and layout details - structural plate circular pipe(152 mm x 51 mm corrugation profile)

Inside Waterway Area Periphery TotalDiameter (mm) (m2) N

1500 1.77 201660 2.16 221810 2.58 241970 3.04 262120 3.54 282280 4.07 302430 4.65 322590 5.26 342740 5.91 363050 7.32 403360 8.89 443670 10.61 483990 12.47 524300 14.49 564610 16.66 604920 18.99 645230 21.46 685540 24.08 725850 26.86 766160 29.79 806470 32.87 846780 36.10 887090 39.48 927400 43.01 967710 46.70 1008020 50.53 104


Ris

e

B

Rc

R tR b

R c

Span

Dimensions Waterway Layout DimensionsArea Periphery

Span Rise B Rt Rb Rc Total(mm) (mm) (m2) (mm) (mm) (mm) (mm) N

2060 1520 2.49 700 1130 1875 660 242240 1630 2.90 680 1205 3370 660 262440 1750 3.36 730 1305 2995 685 282590 1880 3.87 735 1355 4420 710 302690 2080 4.49 815 1380 4050 785 323100 1980 4.83 790 1695 3850 685 343400 2010 5.28 840 2000 3510 660 363730 2290 6.61 900 2055 4045 710 403890 2690 8.29 915 1975 6015 815 444370 2870 9.76 1035 2265 4895 815 484720 3070 11.38 1015 2425 6430 815 525050 3330 13.24 1040 2570 7430 840 565490 3530 15.10 1095 2790 7575 840 605890 3710 17.07 1150 3020 7755 840 646250 3910 19.18 1120 3175 9630 840 687040 4060 22.48 1660 4090 9650 1370 747620 4240 25.27 1750 4570 9650 1370 79

Table 1.10Sizes and layout details - structural plate pipe-arches(152 mm x 51 mm corrugation profile)

Dimensions are to inside crests and are subject to manufacturing tolerances. N = 3 Pi = 244 mm


Span

Ris

e

Ris

e

Inside Dimensions*End Rise Periphery

Span Rise Area** over Radius (Hole Spaces)(mm) (mm) (m2) Span (mm) N

1520 810 0.98 0.53 760 101830 840 1.16 0.46 930 11

970 1.39 0.53 910 122130 860 1.39 0.40 1090 12

1120 1.86 0.53 1070 142440 1020 1.86 0.42 1230 14

1270 2.42 0.52 1220 162740 1180 2.46 0.43 1400 16

1440 3.07 0.53 1370 183050 1350 3.16 0.44 1540 18

1600 3.81 0.52 1520 203350 1360 3.44 0.41 1710 19

1750 4.65 0.52 1680 223660 1520 4.18 0.42 1850 21

1910 5.48 0.52 1830 243960 1680 5.02 0.42 2010 23

2060 6.50 0.52 1980 264270 1840 5.95 0.43 2160 25

2210 7.43 0.52 2130 284570 1870 6.41 0.41 2340 26

2360 8.55 0.52 2290 304880 2030 7.43 0.42 2480 28

2520 9.75 0.52 2440 325180 2180 8.55 0.42 2620 30

2690 11.06 0.52 2590 345490 2210 9.01 0.40 2820 31

2720 11.71 0.50 2740 355790 2360 10.22 0.41 2950 33

2880 13.01 0.50 2900 376100 2530 11.52 0.41 3100 35

3050 14.59 0.50 3050 39

*Dimensions are to inside crests and are subject to manufacturing tolerances**End area under soffit above spring line

Table 1.11 Representative sizes of structural plate arches

17

Gaskets Pipe End

Bar, Sleeve HelicalType Of X- Bolt Wedge O or AnnularBand Section Angles & Strap Lock Ring Strip Mastic Plain Plain Reformed

Universal X X X X X X X XDimple

Corrugated X X X X X X X X

Hugger X X X X X X X

Flat X X X X X X X X X


ARCH CHANNELSFor arch seats, galvanized unbalanced channels with anchor lugs are avail-able. See Figure 1.1 below.

Cross Section

Figure 1.1 General dimensions of unbalanced channels for structural plate arches

ElevationAnchor LugsBent Down andTwisted in Field

50 mm

75 mm

SlottedHoles3050 or 3660 mm Unbalanced Channel

Table 1.12 Coupling bands for corrugated steel pipe

CSP COUPLING SYSTEMSA wide variety of pipe joints are available for field connecting lengths ofcorrugated steel pipe. The following drawings illustrate and define the stand-ard joints which are tabulated in Table 1.12.CSP FIELD JOINTSType - Band Coupling

Pipe 1 Pipe 2

Band

1. The most common CSP joint uses a bandaround the pipe joint.

2. The band is drawn and secured on the pipe byconnection devices.

3. The pipe ends may be identical to the rest of the pipe barrel (plain ends), or in the case ofhelical pipe, the pipe ends may be reformed to an annular corrugation or flange(reformed ends).

4. Gaskets of three types are used according to band type; o-ring, sleeve type or mastic.

Typical Band Coupling


Reformed Pipe End

O-Ring Sleeve Gasket

Standard CSP Band Types

Hugger Type Corrugated

Flat Type Universal Type

O-Ringfor Annular

Sleeve Gasketfor Helical Sleeve Gasket

When gaskets are required, they are placed as shown.


Standard CSP Gaskets

Standard CSP Band Connectors

O-Ring Gasket Sleeve Gasket Strip Gasket

Band Angle Connector

Bar & Strap Connector

Wedge Lock Connector


CSP FIELD JOINTS (Contd)For unusual conditions, (i.e. high pressures, extreme disjointing forces,threading pipe inside existing pipe, jacking or boring pipe, and deep verti-cal drop inlets) a variety of special designs are available or a new specialjoint may be designed by the manufacturer to meet a new requirement.

Flange JointBolted flangesare attached topipe ends

Rod & LugBand is securedby rod around bandconnected by lugs

Open Lap JointUsed in stab typejoints for boring andjacking pipe. May bebolted if required.

Internal Type

21

CSP FITTINGS AND SEWER APPURTENANCESAn important feature of corrugated steel pipe sewers is the wide range offittings and appurtenances which can be employed. The nature of the mate-rial makes possible almost any special fitting which can be designed. Whenpossible it is generally most economical to use the most commonly pro-duced or standard fittings. To guide the designer, presented herein arethe typical fittings and appurtenances fabricated throughout the country.

Sewer system hardware such as grates, manhole covers, ladders and stepsare easily incorporated in corrugated steel manholes or inlets. The follow-ing pages illustrate how this hardware is used in corrugated steel struc-tures.

FITTINGSTables l.l3, 1.14, and 1.15, list the standard, or minimum dimensions ofcommon fittings and elbows. Note that these are minimum dimensions. Itmay be most practical in some cases to fabricate fittings with longer legsthan those shown here. It is ordinarily best to let the contractor and sup-plier work out such details. However, it may be useful for the designer tohave these minimum dimensions in laying out turns or intersections whereprecision is required.

Pipe sizes larger than those shown in these tables should be individuallydesigned. The larger sizes can require longer leg dimensions depending onwall thickness and type of pipe fabrication.


Common manifold eliminates costly junction box used with other stormdrain materials.


Table 1.13 Minimum dimensions for elbows for round CSP (mm) all corrugations

2 Piece2 Piece 3 Piece

A

AB

A

A

A

A

L L L

46 - 90 Elbow46 - 90 Elbow10 - 45 Elbow

Pipe Total Pipe Total Pipe TotalDiameter A Length Diameter A Length Diameter A B Length

150 - 600 300 600 150 - 250 300 600 150 200 200 600700 - 1400 600 1200 300 - 800 600 1200 200 185 230 6001600 - 2400 900 1800 900 - 1200 900 1800 250 175 250 600

1400 - 1600 1200 2400 300 460 280 12001800 - 2400 1500 3000 400 450 300 1200

500 425 350 1200600 410 380 1200700 400 400 1200800 360 480 1200900 600 600 1800

1000 610 580 18001200 570 660 18001400 750 900 24001600 780 840 24001800 750 900 24002000 1000 1000 30002200 950 1100 30002400 925 1150 3000

NOTE: The total length (mm) and pipe diameter (mm) listed are minimum requirements for fittingfabrication. Fittings with other dimensions to satisfy specific needs are also available. All dimensions arenominal. All dimensions are in millimetres.

23

Stub Same or Smaller Than Main Diameter Same Diam.Main

Diam. Tee Cross 45 Lateral 45 Wye

(mm) A B TL A B TL A B C TL A TL

150 600 300 900 600 300 1200 900 600 300 1500 300 900200 600 300 900 600 300 1200 900 600 300 1500 300 900250 600 300 900 600 300 1200 900 600 300 1500 300 900300 800 400 1200 1200 600 2400 1200 600 400 1800 600 1800400 1200 600 1800 1200 600 2400 1200 900 400 2100 600 1800500 1200 600 1800 1200 600 2400 1500 900 450 2400 600 1800

600 1200 600 1800 1200 600 2400 1500 900 500 2400 600 1800700 1200 600 1800 1200 600 2400 1800 1200 600 3000 600 1800800 1800 900 2700 1800 900 3600 2400 1500 660 3900 900 2700900 1800 900 2700 1800 900 3600 2400 1500 660 3900 900 2700

1000 1800 900 2700 1800 900 3600 2400 1500 760 3900 900 27001200 1800 900 2700 1800 900 3600 3000 1800 810 4800 900 2700

1400 2400 1200 3600 2400 1200 4800 3600 2100 1100 5700 1200 36001600 2400 1200 3600 2400 1200 4800 3600 2400 1200 6000 1200 36001800 3000 1500 4500 3000 1500 6000 4200 2700 1250 6900 1500 45002000 3000 1500 4500 3000 1500 6000 4800 3000 1400 7800 1500 45002200 3000 1800 4500 3000 1500 6000 4800 3300 1500 8100 1500 45002400 3000 1800 5400 3600 1800 7200 4800 3300 1550 8100 1800 5400


B

A B B

A

B

CA

A

A

A

Tee Cross 45 Lateral 45 Wye

Table 1.14 Minimum dimensions for CSP round fittings (mm)

TL - total net length needed to fabricate fittingNote: All dimensions are in millimetres


Rise

Span

A

AS

S

A

A

A

A

S

2 Piece 2 Piece 3 Piece

S

L

S

L

S

L

10 - 45 Elbow 50 - 90 Elbow 90 Elbow

Table 1.15 Minimum dimensions for CSP pipe arch elbow fittings

EquivalentRound Span Rise 45 Elbow 90 Elbow 90 Elbow

Diameter S R 2 Piece 2 Piece 3 Piece

(mm) (mm) (mm) A(mm) L(mm) A(mm) L(mm) A(mm) L(mm)

500 560 420 500 1200 650 1850 750 1850600 680 500 450 1200 850 2450 700 1850700 800 580 400 1200 800 2450 800 2000800 910 660 400 1200 750 2450 950 2450900 1030 740 700 1850 950 3050 900 2450

1000 1150 820 650 1850 900 3050 1150 30501200 1390 970 600 1850 1100 3650 1050 30501400 1630 1120 850 2450 1300 4250 1300 36601600 1880 1260 850 2450 1500 4900 1550 42501800 2130 1400 1050 3050 1400 5500 1800 4900

Dimensions - nominal L - length for fabrication


SADDLE BRANCHSaddle branches are used to connect smaller branch lines to the main. Sad-dles make it practical to accurately tie in connections after the main line islaid. Or, new connections can be effectively made on old lines with sad-dles. Saddles can be used to connect almost any type of pipe to a CSPmain. A common universal type of saddle branch stub to do this is shownbelow.

SaddlePlate

Connecting Pipe

Fill Annular SpaceWith Mastic Sealant

Oversize CSP Stub

Universal Connection Detail Using Saddle Branch

Typical pre-fabricated CSP saddle branch fitting used in connecting house laterals orincoming pipe from catch basins.

A Saddle Plate

A

Shop Weld

Section A-A

Side View of Sewer with Saddle Branch in Place

Figure 1.2 Saddle branch, bolted to main sewer on the job or at the plant, enableslaterals and house connections to join the sewer


TRANSITIONSChanges in pipe diameter should be accomplished in junction structures.However, there are circumstances when a pipe reducer or enlarger sectionis desired.

A simple, instant size change can be done as shown in Figure 1.3.Tapered transitions may be fabricated in smooth steel for helical pipe

systems as shown in Figure 1.4. Reinforcement may be required.

Saddle branch manhole is bolted to sewer conduit while riser extension is beinglowered and coupled.

Plate

Flow

Smooth Taper Section

Flow

Figure 1.4 Eccentric Transition

Figure 1.3 Enlarger


Manholes are available in corrugated pipe construction in two basic typesas shown above. The riser type of manhole is the simpler of the two andquite economical. It is only feasible for trunk lines of 900mm diameter orgreater. When junctions of smaller diameters are involved it is possible touse a vertical shaft of larger diameter CSP to connect the sewers. How-ever, when the shaft is greater than 900mm in diameter, some reductiondetail must be used to suit the cover. Typical reduction details are shown.

Trunk Line

Vertical Shaft Type Manhole

Welded Flange for Coveror Grade Ring

Smooth SteelEccentric Reducer

Larger DiameterCSP Manhole Junction

Reduction Details

Riser Type Manhole

MANHOLES AND CATCH BASINS


Concrete TopPoured in Placeor Pre-Cast

Manhole Coveror Grate

Manhole Coveror Grate 1

2

3

Flat Steel Plate Cover

Three LugsEqually Spaced

Manhole Coveror Grate

Manhole Cover Ring

Detail (1) can be used with almost any type of surface cover or grate.Concrete grade ring may be augmented with brick to raise coverelevation in the future. Alternatively, added concrete may be poured.Direct connections of cast or fabricated plates or rings as in (2) and (3)are particularly suitable for grated inlet openings.

Standard cast iron covers and/or steel grates are used with CSP manholes andcatch basins.

MANHOLE AND CATCH BASIN TOPS


MANHOLE SLIP JOINTS

Use of manhole reinforcing is recommended when trunk line sewer pipesize is 1600 mm diameter and larger.

Heavily loaded manholes sometimes make slip joints desirable. Shownabove is one method of providing a slip joint which allows settlement inthe riser.

CSPwith Annular Ends

Soft Wood SpacerBlocks Minimum4 Requiredper JointO-Ring GasketsIf Required

Band

MANHOLE REINFORCING

Structural Angle

Trunk Line

Structural AngleFormed to FitPipe Curvature

Manh

oleDi

amete

r


Slotted Joints

See Detail A

Double Nutsnot Shown

Steel Rungs

Typical Manhole Ladder

Flat Plate

Thru Bolt

Corrugated ManholeDetail A

Typical Ladder Bracket Attachment

1. Ladder may be constructed in one length.2. Use bolts with double nuts to connect splice plate at ladder joint to allow vertical movement.3. Hot-dip galvanizing of all ladder components is recommended.

MANHOLE LADDER


ManholeSteps

SeeDetail B

Typical Manhole Steps

Double NutRung to CSPManhole

Rung

Detail B

Plate EachSide ofCorrugatedManhole

Step

StepAlternate Methods for

Attaching Manhole Steps

CPS catch basin with concrete slab and standard cast-iron frame and cover.

MANHOLE STEPS


CSP SLOTTED DRAIN INLETSBy welding a narrow section of grating in the top of a corrugated steelpipe, a continuous grate inlet is achieved. Originally conceived to pick upsheet flow in roadway medians, parking lots, airports, etc., this producthas proven even more useful in curb inlets.

Slotted drain eliminates hazardous dips in grade, while adding to drainage efficiency.

Slotted drain carries water away from parking area.


SPIRAL RIB STEEL PIPESpiral rib pipe is manufactured from a continuous strip of metallic coatedsteel passed through a forming line that forms the external ribs and pre-pares the edges. The formed section is then helically wound into pipe andthe edges are joined by lock seaming. The finished product has the struc-tural characteristics needed for installation and a smooth interior for im-proved hydraulics.

Corrugation Profile

19 mm

19 mm

190 mm Inside Diameter

of Pipe Wall

Lengths of pipe arch are easily moved into position.

Spiral rib pipe installation.


Placing coated CSP sewer section. Fabric sling protects pipe coating.

PROTECTIVE COATINGS, LININGS AND PAVINGS

SHEETS AND COILSCorrugated steel pipe is fabricated from steel sheets or coils conforming tonational specifications. The base metal is mill coated with one of severalmetallic or non-metallic coatings or a combination thereof.

(a) Metallic CoatingsMost CSP sheets and coils have a zinc coating. Other metalliccoatings using aluminum or aluminum-zinc alloys are also available.

(b) Non-Metallic CoatingsSheets and coils are available mill coated with non-metallic coatings.(1) Various polymer films or liquids are applied to one or both sides ofthe metal. (2) Fibers are embedded in the molten metallic coating.

PIPEFabricated pipe may be bituminous coated, bituminous coated and invertpaved, bituminous coated and fully paved. The pipe may be fully linedwith bituminous material or specially fabricated smooth with external ribs.


Table 1.16 Material description and specifications

Specifications

Material Description AASHTO ASTM CSA

Zinc Coated Steel base metal* with 610 g/m2 M-218 A444M CAN3-G401Sheets & Coils zinc coating

Polymer Coated Polymer coatings applied to sheets* and M-246 A742M CAN3-G401Sheets and Coils coils* as follows: a) one side only, 0.25 mm

b) 0.25 mm one side, 0.07 mm theother side; c) special ordered combination

Aluminum Steel base metal* coated with 305 g/m2 M-274 A819 CAN3-G401Coated Coils of pure aluminum

Aluminum-Zinc Steel base metal* coated with 214 g/m2 M-289 A806M Coated Coils of an aluminum-zinc alloy

Sewer and Corrugated pipe fabricated from any of theDrainage pipe above sheets or coils. Pipe is fabricated by

corrugating continuous coils into helical formwith lockseam or welded seam, or by rollingannular corrugated mill sheets andriveting seams.1. Galvanized corrugated steel pipe M-36 A760M CAN3-G4012. Polymeric pre-coated sewer and drainage M-245 A762M CAN3-G401 pipe3. Aluminized corrugated steel pipe M-36 A760M CAN-G4014. Aluminum-Zinc alloy coated corrugated A760M steel pipe5. Structural plate pipe M-167 A761M CAN-G401

Asphalt Coated Corrugated steel pipe of any of the types M-190 A849 CAN-G401Steel Sewer Pipe shown above with a 1.3 mm, high purity

asphalt cover

Invert Paved Corrugated steel pipe of any one of the types M-190 A849 CAN-G401Steel Sewer Pipe shown above with an asphalt pavement

poured in the invert to cover the corrugationby 3.2 mm

Fully Lined Steel Corrugated steel pipe of the typesSewer Pipe shown above

a. with an internal asphalt lining M-190 A849 CAN-G401 centrifugally spun in place; or,b. corrugated steel pipe with a single M-36 A760M thickness of smooth sheet fabricated with helical ribs projected outward

Cold Applied Fibrated mastic or coal tar base coatings of M-243 A849 Bituminous various viscosities for field or shop coatingCoatings of corrugated pipe or structural plate

Gaskets and 1. Standard O-ring gaskets D1056 Sealants 2. Sponge neoprene sleeve gaskets

3. Gasketing strips, butyl or neoprene C361 4. Mastic sealant

*Yield point - 230MPa min.; tensile strength - 310MPa min.; elongation (50mm) - 20% min.


CSP Sewer designed for very wide trenches.

372. STORM DRAINAGE PLANNINGStorm DrainagePlanningCHAPTER 2

Rainfall exceeding the soils capacity of infiltration and storage results inrunoff. In undeveloped areas, such runoff will be accommodated by thenatural streams and watercourses, but as development takes place, the natu-ral hydrological balance is changed, resulting in greater runoff due to theincrease in impervious surface areas.

In response to this, and to limit the inconvenience to the public, manhas, during history, developed techniques for accommodating the increasedrunoff, by constructing swales, ditches, culverts, sewers and canals. Overthe years these techniques have been improved, as more knowledge wasgained about the factors affecting storm water runoff (hydrology) and theconveyance (hydraulics) in pipes and open watercourses. Similarly, ourability to find more efficient ways of constructing storm drainage facilitieshas also increased.

The basic philosophy applied to the design of storm drainage facilities,followed in the past and still widely practiced today, is to collect as muchstorm water runoff as possible and rapidly discharge it through a system ofpipes to the nearest outlet.

Nevertheless, it has become apparent that in many instances we haveended up creating new problems, which now may become very difficultand expensive to solve.

The major problems that have been created can be summarized asfollows:a) high peak flows in storm sewers and streams which require larger

facilities at higher cost;b) lowering of water tables, with a detrimental effect on existing

vegetation, and, in low lying coastal areas, permitting salt waterintrusion;

c) reduction in base flows in receiving streams, affecting aquatic life;d) excessive erosion of streams and sedimentation in lakes, due to higher

discharge velocities;e) increased pollution of receiving streams and lakes due to industrial

fallout on roofs, fertilizers from lawns and debris from streets andpaved areas being conveyed directly to the streams;

f) damage due to floodingrunoff quantities which had been experi-enced rarely, now occur much more frequently.

Nature meant most of this water to soak back into the earth; present practicesoften prevent it.

Of major importance in the design of storm drainage facilities is therealization that all urban storm drainage systems are comprised of two sepa-rate and distinct systems, namely the Minor System and the Major System.

The minor system (or convenience system) consists of carefully de-signed closed and open conduits and their appurtenances, with capacity tohandle runoff from a storm expected to occur with a certain frequency andin a way which will cause relatively minor public inconvenience.

The major system is the route followed by runoff waters when the minorsystem is inoperable or inadequate. The lack of a properly designed majorsystem often leads to flooding causing severe damage.

It is not economically feasible to enlarge the minor system to obviate the


need for the major system. By careful attention during the initial planningstage, a major system can usually be incorporated at no additional cost,and it often permits substantial cost savings.

In recent years a new philosophy has emerged, which departs from thepast practices, by attempting to follow the natural hydrological processesas much as possible. For instance, in urban areas where hydrologic ab-stractions, (i.e. infiltration, depression storage, etc.) have been reduced orcompletely eliminated, facilities are designed to accommodate the abstrac-tions lost through urbanization, permitting the runoff rates and volumes toremain close to those prior to development, or limited to an acceptablelevel.

The application of the new philosophy has come to be known by theterm Storm Water Management, which may be defined as follows: Stormwater management is the combined efforts of governing agencies provid-ing policies and guidelines, and professions responsible for design and con-struction of storm drainage facilities, to control the effects of storm waterso that the threat not only to life and property, but also to the environmentas a whole, can be minimized.

Management techniques consist of methods such as:a) Surface Infiltration, where runoff is directed to pervious surfaces,

(i.e. lawns, parks),b) Ground Water Recharge, disposal of storm water by subsurface

infiltration drainage, particularly in areas with a substratum of highporosity,

c) Storm Water Detention, temporary storage of excess runoff, with asubsequent regulated release rate to the outlet.

Another term which has become synonymous with Storm WaterManagement is the term Zero Increase in Storm Water Runoff. This is theimplementation of storm water management to limit storm water runoffto flows that occurred prior to development. This criteria may be appliedto one frequency of occurrence or may be designed for a series offrequencies.

Lifting lugs are provided to protect the exterior coating on this CSP.

392. STORM DRAINAGE PLANNING

CONCEPTUAL DESIGNWhen designing the storm drainage system the drainage engineer shouldexamine the site of the proposed development, both by visual inspectionand through the aid of topographical maps to obtain a better understandingof the natural drainage patterns.

Every effort should be made to co-ordinate proposed drainage facilitiessuch as storm sewers and artificial channels with natural waterways in sucha way that will be both aesthetically pleasing and functional.

To achieve these objectives it must be realized that urban drainage isalways composed of two separate and distinctive systems, one to handlelow intensity storms (the minor system) and another (the major sys-tem) which comes into use when the first system has insufficient capacityor becomes inoperable due to temporary blockage. When both systems areproperly designed, they will provide a high level of protection against flood-ing, even during major storms, while usually being more economical thanthe conventional methods prevalent in many urban areas.

The Minor SystemThe minor system consists of carefully designed closed and open conduitsand their appurtenances, with capacity to handle runoff from a storm ex-pected to occur once within a one-year to five-year period and in a waywhich will cause relatively minor public inconvenience.

The criteria recommended for this system are as follows:a) Level of Serviceone or two-year rainfall intensity for normal resi-

dential areas, increasing up to five years for major traffic arteriesand commercial districts.

b) Design to recognize surcharging to road surfaces, permitting the hy-draulic gradient to follow roadways, resulting in a more economicsystem.

c) No connections other than to catchbasins and other inlet structures.d) Foundation drains must not be connected by gravity to storm sew-

ers, except where the sewers are sufficiently deep or large to pre-vent hydrostatic pressure in basements during surcharge conditions.

e) Minimum depth of cover to be a function of external loading, butthe springline must always be below frost depth.

f) Downspouts should, wherever possible, be discharged to the ground,utilizing suitable splash pads.

The Major SystemThe major system is the route followed by runoff waters when the minorsystem is inoperable or inadequate. It is usually expensive to eliminate anyneed for a major system. By careful attention from the initial planning stage,a major system can usually be incorporated at no additional cost and willoften result in substantial savings in the minor system as well, i.e., greaterprotection at less cost. The criteria recommended for this system are asfollows:

a) Level of Protection100-year frequency desirable, 25-year minimum.b) Continuous road grades or overflow easements to open watercourses.c) No damage may be caused to private structures due to flooding.d) Surface flows on streets to be kept within reasonable limits.


METHODS TO REDUCE QUANTITY OF RUNOFFAND MINIMIZE POLLUTIONIf the storm water is permitted to follow its natural hydrological process itwill inevitably result in a reduction in the quantity of storm water runoffand a reduction of pollution loading in the receiving watercourses. Stormwater should be directed into the soil, preferably to the same extent asnature did prior to development, and maybe to an even greater extent. Byallowing storm water to infiltrate back into the soil it will not only reducethe quantity of runoff and recharge the water table, but the filtering proper-ties of the soil will improve the water quality.

Whatever amount cannot be so accommodated at the point of rainfallshould be detained in nearby locations for a controlled outlet to the receiv-ing streams, with peak flows approaching the pre-development peak flows.

There are a variety of methods in common use today that can effectivelycontrol peak runoff rates, while at the same time, improving quality. Thefollowing Table 2.1 lists such methods along with their effectiveness.

Long lengths with fewer joints can lower the effective n value.


Table 2.1 Measures for reducing quantity of runoff and minimizing pollution

APPLICABILITY

MEASURE

Roof water to grassed surfaces X X X X

Contour grading X X X

Porous pavement interlocking stones X X X X X X gravelled surfaces X X X X X X porous asphalt X X X X X X X1

Grassed ditches X X X X X X X X

Infiltration basins X X X X X X X X

Blue-Green storage X X X X X

Ponding on flat roofs X X X X

Ponding on roadways X X X

Ponding on parking lots X X X X

Detention ponds (dry pond) X X X X X X X

Retention ponds no freeboard X

Retention ponds with freeboard X X X X X X

Subsurface disposal perforated storm sewer X X X X X X X X infiltration trenches X X X X X X X X dry wells X X X X X X X X

Subsurface detention X X2 X X X X X

1. See Porous Pavements page 432. See Underground Detention page 161

Redu

ce V

olum

e of

Runo

ff

Redu

ce P

eak

Rate

of

Runo

ff

Impr

ovem

ents

to R

unof

fW

ater

Qua

lity

Resid

entia

l

Inst

itutio

nal

Com

mer

cial

Indu

stria

l

High

way

s


Twin 180 m long smooth line, 2400 mm diameter provide cooling water at the CristSteam Generating Plant of Gulf Power Company.


Surface InfiltrationOne method of reducing runoff is to make maximum use of the pervioussurfaces in lawns, green belts and parklands. By discharging roof wateronto lawns, a large percentage of the roof runoff may be absorbed into thesoil. For minor storm events the designer may use the same runoff factorsfor roofs as for sodded areas. In such cases this will generally mean a re-duction in runoff of about 60-70 percent for the roof area. To prevent thedownspout discharge from reaching the foundation drains, it is very impor-tant that splash pads be placed below the downspouts. This will preventerosion and permit water to flow freely away from the foundation wall.The downspouts should, wherever practical, be placed in a location whichwill avoid problems during freezing temperatures, such as icing of drive-ways, and preferably where the runoff can reach grassed areas. This willalso increase the time of concentration, resulting in further reduction inrunoff. Additional infiltration and delay in runoff can often be achieved bymeans of contour grading of the site.

Special recharge basins can also be included as part of the drainagesystem in areas where the percolation rate is fair to high. They are similarto detention basins, but permit recharging of groundwater while detainingonly the excess runoff.

Porous PavementsVarious types and shapes of precast concrete paving blocks with perfora-tions have been in use in Europe for many years. During the second worldwar, perforated concrete paving stones were even used for airport runways,since they permitted extensive grass growth through the perforations, mak-ing the runways less noticeable from the air. The idea was later used toprovide hard surfaces for little-used fire routes within apartment complexes,since they give an appearance similar to the surrounding park areas. Theadditional value as a low runoff type of pavement soon became apparentto drainage engineers; precast interlocking blocks, with or without perfora-tions, and other porous materials such as clear cut stone, clay brick chipsand cinders have successfully replaced impervious surfaces for use in park-ing areas, driveways, medians and boulevards. For sites with a high ratioof impervious areas, such as apartment sites and shopping centers, this formof paving will be most beneficial.

More recently a porous asphalt, where no fine materials are used in themix, but slightly more asphalt is used as a binder, has been developed. Theomission of the fine particles does not seem to reduce the overall strengthof the asphalt pavement significantly, but leaves channels for water to passthrough. The base material should be composed of graded crushed stone topermit storage for the water until it percolates into the soil. The permeabil-ity of the underlying soil determines the depth of the stone base.

Although the experience with this type of paving in frost areas is stilllimited, it has indicated that ice and snow conditions and snow removal arethe same as for any other paving. No problems have been encountered withregard to heaving if the underlying soil is free-draining, but swelling typeclay soils could present difficulties and may not be suitable for this type ofpavement.


Effects on Water QualityThe concepts used for detention and reduction of storm water runoff notonly regulate the amounts and rate of runoff of storm water, but also are animportant factor in reducing pollution. Sedimentation basins, undergroundrecharge systems and detention facilities all have treatment capabilities.Runoff from roofs, directed over grassed surfaces rather than being pipeddirectly to a storm sewer, will receive a substantial reduction in pollutionthrough its travel over-land or through percolation into the soil. Perforatedstorm sewers with a properly designed filter material will permit initialrunoff (the first flush) which contains most of the pollutants, to be tem-porarily stored in the underground system for gradual percolation into thesoil. The voids in the stone filter material will permit treatment of pollut-ants somewhat similar to the action of a septic tile bed.

FOUNDATION DRAINSIn the past, most foundation drains were often connected to the sanitarysewers, where such were available; otherwise they were served by sumppumps. With the growing demand for increased sewage treatment capaci-ties, it became logical to eliminate as much extraneous flow from the sani-tary sewers as possible, and some municipalities started to prohibit foun-dation drain connections to sanitary sewers, preferring to connect them tothe storm sewer. The additional expense of extending storm sewers to servethe full length of all streets rather than to catch basins only, and the extradepths needed in order to connect the foundation drains by gravity, wereconsidered to be worth the cost.

Only later did we realize that a problem was created, much larger thanthe one we were trying to solve.

Since it is not economically feasible to size storm sewers to accommo-date every possible runoff eventuality, times occurred when the storm sewerbacked up to levels above the basement floors, with the result that stormwater flowed into foundation drains and caused the condition it was sup-posed to prevent (see Figure 2.1).

The condition became considerably worse where roof-water leaders werealso connected to the same outlet pipe as the foundation drains. In additionto the high cost involved, this method resulted in many flooded basementsas well as extensive structural damage to basements from the hydrostaticpressure exerted. Standard methods of construction cannot withstand ahydrostatic pressure of more than 150 to 300 millimetres before damagetakes place.

Downspout

Road LevelManhole

Surcharge Level in Storm Sewer

Foundation DrainStormSewerStorm Service

SanitaryVent

Figure 2.1 Foundation drain and downspout connected to storm sewer by gravity


Some areas experiencing this problem have preferred to increase the sewerdesign criteria from a two-year to five or even ten-year rainfall frequency.This conflicts with the present emphasis of reducing runoff, but even if itdid not, many indeterminable factors not yet recognized in storm drainagedesign will make it impossible for the designer to predict with any degreeof accuracy what storm frequency the system will actually be able to han-dle before hydrostatic pressure will occur on basements. Due to the varia-tions in storm patterns and runoff conditions, a system designed for a ten-year frequency may, in some areas, be able to accommodate a storm ofmuch higher intensity, and in other locations considerably less. With a dif-ferent storm pattern the condition could be reversed.

If foundation drains are connected by gravity to storm sewers of lesscapacity and the hydraulic grade line exceeds the basement elevation, pro-tection against flooding of basements cannot be obtained.

Another possibility could be sump pump installations which can dis-charge to the ground or to a storm sewer. This would transfer the problemto the individual homeowner, who may not be too pleased with a devicewhich, as a result of mechanical or power failure, may cause flooding tohis basement. The resulting damage, however, would not cause structuralfailure to the basement, as pressure equalizes inside and outside. Althoughthe inflowing water would be relatively clean storm water rather than sew-age, this solution does not seem very desirable when projected for areasexpecting a large urban growth.

Standard CSP structural designs permit unrestricted trench width.


An alternative solution is a separate foundation drain collector, being athird pipe installed in the same trench as the sanitary sewer but with con-nection to foundation drains only (see Figure 2.2). The method has severaladvantages and, for many new areas it may be the best solution. A founda-tion drain collector will:

a) eliminate the probability of hydrostatic pressure on basements dueto surcharged sewers;

b) eliminate infiltration into sanitary sewers from foundation drains;c) permit shallow storm sewers, design for lower rainfall intensity, and

could reduce length of storm sewers, resulting in cost savings forthe storm sewer system;

d) permit positive design of both the minor and major storm drainagesystems.

Figure 2.2 Foundation drain connected to foundation drain collector by gravity

Since it does require an outlet with free discharge even during severestorm conditions, it may not be practicable in all areas, particularly withinbuilt-up areas where storm sewer outlets have already been provided.

ENVIRONMENTAL CONSIDERATIONS OF RUNOFF WATERSThis section addresses environmental and legal constraints that should beconsidered in planning and designing underground disposal systems forstorm water runoff.

Various sources of data do attempt to define the character and concen-trations of pollutants generated from urban areas.1, 2, 3 An extensive data-base was gathered for the Water Planning Division of the U.S. Environ-mental Protection Agency (E.P.A.). The E.P.A. established the NationalUrban Runoff Program (N.U.R.P.) in 1978.4 As part of this program, aver-age concentrations for various pollutants were established (Table 2.2). Theaverage concentration or median event mean concentrations were based ondata from 28 projects throughout the United States.

Perspective on the possible impacts of subsurface disposal of storm water

Roof DrainSanitaryVentRoof Drain

ConcreteSplashPad

Sidewalk

Foundation DrainService

ConcreteSplash Pad

FoundationDrain

Sanitary Ser

vice

Dual ManholeConstruction

Sanitary Sewer

Manholes

Foundation Drain Collector

Catch BasinStorm

Sewer (Surcharged)


runoff can be gained from information available on the land treatment ofmunicipal wastewater. Design guidelines for the use of these systems aredefined in detail in the Process Design Manual for Land Treatment ofMunicipal Wastewater, published jointly by the U.S. Environmental Pro-tection Agency, U.S. Army Corps of Engineers, and U.S. Department ofAgriculture.5

The main stimulus to elimination of storm sewer discharge into surfacewaters has been concern over its impact on public health and aquatic bio-logical communities. As combined sanitary storm sewer systems have beenidentified and direct discharges reduced, attention has focused on the qual-ity of storm water.

In order to effectively address the storm water issue, U.S. Congressamended section 402 of the Clean Water Act in the course of enacting theWater Quality Act of 1987. Section 402 now requires E.P.A. to promulgateregulations establishing permit application requirements for certain stormwater discharges and separate storm sewer systems.

The proposed rules are intended to develop a framework for NationalPollutant Discharge Elimination System (N.P.D.E.S.) permits for stormwater discharges associated with industrial activity; discharges from largemunicipal separate storm sewer systems (systems serving a population of250,000 or more); and discharges from medium municipal separate stormsewer systems (systems serving a population of 100,000 or more, but lessthan 250,000).6

The general reference for ground water quality is drinking water stand-ards since many near-surface or water table aquifers constitute the mainsource of public water supplies. For areas affected by saltwater intrusionor locations with naturally poor quality ground water, disposal of poor qual-ity surficial storm water is not a serious concern. The EPA-proposed drink-ing water standards are listed in Table 2.3.

This twin CSP diversion is more than a kilometre long.


If ground water contaminants are substantially higher in the area of con-cern than any of the current listed standards for drinking water quality,future use as a public water supply is doubtful and the subsurface disposalpermitting process should be greatly simplified.

Most State Health Departments prohibit direct discharge of storm waterrunoff into underground aquifers. Recharge systems are not utilized in somestates because these requirements place restrictions on storm water infil-tration systems. Under water pollution law in Ohio, for example, offenderscan be charged with polluting ground water but those charges must be madeand proven in a court of law.7

7

Some northern states use large quantities of road de-icing salts duringwinter months. These states have tended to refrain from use of storm waterrecharge systems fearing possible contamination of ground water. To pre-vent ground water pollution, some agencies in California require a 3 maquifer clearance for drainage well construction.8 Drainage wells are read-ily capable of polluting ground water supplies and local regulatory agen-cies should be consulted concerning the amount of aquifer clearance re-quired for a specific project.

Ground Water Quality ProcessChemical analyses of water commonly report constituent concentrationsas total. This designation implies that nitrogen, for example, is a total ofdissolved and particulate phases. The principle dissolved nitrogen speciesare ammonia, soluble organic nitrogen, nitrite, and nitrate. The particulatecan be either absorbed nitrogen, organic matter containing nitrogen, or in-soluble mineralogic phases with nitrogen in the lattice.

The particulate in the various elements are also represented in the sus-pended sediments. The distinction is sometimes important as soils and in-terstitial areas of some aquifers can filter out particulate or suspended sol-ids thereby reducing the impact of the various pollutants on the groundwater. This is particularly important in the case of bacteria.

The natural filtration of runoff water by the soil removes most harmfulsubstances before they can reach the water-bearing aquifer. Nearly all patho-genic bacteria and many chemicals are filtered within 1-3 m during verti-cal percolation, and within 15-60 m of lateral water movement in somesoil formations.9

Tests made by the US. Department of Agriculture for the Fresno Metro-politan Flood Control District, indicated heavy metals such as lead, zinc,and copper were present in the upper few centimeters of storm water infil-tration basin floors. Generally after 10 to 15 years of storm water collec-tion, this layer may require removal or other treatment where a build-up ofconcentrations of these elements has occurred. The particular locationstested by U.S.D.A. had soils with a relatively high clay content.7 Layers offine sands, silts, and other moderately permeable soils also very definitelyimprove the quality of storm water. This concept underlies the practice ofdisposing of domestic sewage in septic tanks with leach lines or pits, andthe land disposal techniques.

One of the major traffic-related contaminants is lead. Although lead isprimarily exhausted as particulate matter, it is fairly soluble. Ionic leadtends to precipitate in the soil as lead sulfate and remains relatively immo-bile due to low solubility.10 Ionic forms can also be tied up by soil micro-organisms, precipitation with other anions, ion exchange with clay miner-


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e 2.

2M

edia

n E

MCs

for a

ll site

s by

land

use

cat

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ixed

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529.

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man

dm

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730.

5565

0.58

570.

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101

0.96

671.

1469

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tal L

ead

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40.

7511

41.

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40.

6830

1.52

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per

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l33

0.99

271.

3229

0.81

Tot a

l Zin

c

g/l

135

0.84

154

0.78

226

1.07

195

0.66

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880.

5011

790.

4396

51.

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trite

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736

0.83

558

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572

0.48

543

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6926

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7520

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11.

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osph

orus

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0.75

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7126

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als, absorption by organic matter, or uptake by plants. Once ionic leadreaches the ground watertable, precipitation, ion exchange, or absorptioncan still reduce the available lead. Surface and ground water quality sam-ples collected near a major highway interchange in Miami, Florida, re-vealed that lead concentrations were very low.12 The interaction of leadwith the high bicarbonate probably caused precipitation in the surface wa-ter borrow pond. Sediment concentrations were relatively high.

If impure water is allowed to enter directly into coarse gravel or openjoints in rocks, the impurities may enter into and contaminate adjacentground waters. Sites that are underlain with highly permeable strata, orcracked and jointed rocks have the best capabilities for rapid disposal ofsurface waters. Unless adequate arrangements are made to treat contami-nated water, or to filter impurities, infiltration systems may degrade theground water quality. Faults and intrusions, should always be evaluatedfor their effect on ground water occurrence, on quality, and on direction ofmovement. If the underlying rock strata is fractured or crevassed like lime-stone, storm water may be diverted directly to the ground water, therebyreceiving less treatment than percolation through soil layers.

Table 2.3 EPA-proposed regulations on interimprimary drinking water standards, 19751

Constituent Reasonor Characteristic Value For Standard

PhysicalTurbidity, mg/l 12 Aesthetic

Chemical, mg/lArsenic 0.05 HealthBarium 1.0 HealthCadmium 0.01 HealthChromium 0.05 HealthFluoride 1.4-2.43` HealthLead 0.05 HealthMercury 0.002 HealthNitrate as N 10 HealthSelenium 0.01 HealthSilver 0.05 Cosmetic

BacteriologicalTotal coliform, per 100 mg 1 Disease

Pesticides, mg/lEndrin 0.0002 HealthLindane 0.004 HealthMethoxychlor 0.1 HealthToxaphene 0.005 Health2, 4-D 0.1 Health2, 4, 5-TP 0.01 Health

1 The latest revisions to the constituents and concentrations should be used.2 Five mg/l of suspended solids may be substituted if it can be demonstrated that it does

not interfere with disinfection.3 Dependent on temperature; higher limits for lower temperatures.


Breeding and Dawson13 tell about a system of 127 recharge wells used bythe City of Roanoke, Virginia, to dispose of storm runoff from newly de-veloping industrial and residential areas. Several major faults exist in theunderlying bedrock. These faults play a significant role in the effective-ness of the drainage wells, and also in the movement of ground water. Theauthors also indicate that these direct conduits to ground water have causedquality degradation in one area; however, ground water users in adjacentRoanoke County have not experienced quality problems that could be con-nected to this means of storm water disposal.

The case cited illustrates the possibility of ground water contaminationin areas where fractured and highly permeable rock layers exist, providingconduits for widespread movement of contaminants. It is, therefore, im-portant in the planning stages of a large subsurface storm water disposalproject to identify the underlying soil strata in terms of its hydraulic, physi-cal, and chemical characteristics. Pertinent physical characteristics includetexture, structure, and soil depth. Important hydraulic characteristics areinfiltration rate, and permeability. Chemical characteristics that may beimportant include pH, cation-exchange capacity, organic content, and theabsorption and filtration capabilities for various inorganic ions.

If detailed ground water quality analyses are available it is possible tocompute the solution-mineral equilibrium.14 This approach does not guar-antee that an anticipated chemical reaction will occur but does indicatehow many ionic species should behave. The items referring to physical andhydraulic characteristics are addressed to some extent in other chapters ofthis manual. Further discussion of the chemical characteristics of soils isbeyond the scope of this manual. Definitive information on this subjectcan be obtained by consulting appropriate references, for example, Grim,15or other textbooks on the subject. The importance of proper identificationof the hydraulic characteristics of the rock strata has been noted above.

Structural plate storm sewer encloses stream in an urban area.


Ground Water MonitoringEnvironmental laws and regulations now in force require the monitoringof ground water where adverse effects to its quality may result from dis-posal and storage of solid and liquid wastes. Monitoring systems have not,as yet, been required for ground water recharge utilizing storm water.

A view of the 18 lines of 1200 mm diameter fully perforated corrugated steel pipeused as a recharge system.

Large diameter structural plate pipe for handling high volumes of runoff.


REFERENCES

1. Mattraw, H.C. and Sherwood, C.B.,The Quality of Storm Water Runofffrom a Residential Area, BrowardCounty, Florida, U.S. GeologicalSurvey, Journal of Research, 1977.

2. Gupta, M., Agnew, R., Meinholz, T.,and Lord, B., Effects and Evaluationof Water Quality Resulting from High-way Development and Operation, Re-port No. DOT-FH-11-8600, FederalHighway Administration, Office ofResearch and Development, Wash-ington, D.C., Oct. 1977.

3. Moe, R., Bullin, J., Polasek, Miculka,J. and Lougheed, M., Jr., Character-istics of Highway Runoff in Texas,Report No. DOT-FH-11-8608, Fed-eral Highway Administration, Officeof Research and Development, Wash-ington, D.C., Nov. 1977.

4. Final Report of the Nationwide Ur-ban Runoff Program, U.S. Environ-mental Protection Agency, WaterPlanning Division, Washington, D.C.,Dec. 1983.

5. Process Design Manual for LandTreatment of Municipal Wastewater,U.S. Environmental ProtectionAgency, Environmental Research In-formation Center, Office of WaterPrograms Operation, Jointly spon-sored by U.S. EPA, U.S. Army Corpsof Engineers and U.S. Department ofAgriculture, Oct. 1977.

6. Notice of Proposed Rulemaking(N.P.R.M) For National Pollutant Dis-charge Elimination System(N.P.D.E.S.) Permit Application Re-quirements For Storm water Dis-charges. U.S. Environmental Protec-tion Agency, Office of EnforcementAnd Permits, Nov. 1988.

7. Response to Task Force 17 Question-naire, Infiltration Drainage Designfor Highway Facilities, Fresno Met-ropolitan Flood Control District, Apr.27, 1977.

8. Smith, T.W., Peter R.R., Smith, R.E.,Shirley, E.C., Infiltration Drainage ofHighway Surface Water, Transporta-tion Laboratory, California Depart-ment of Transportation, Research Re-port 6328201, Aug. 1969.

9. Johnson, E.E., Inc., Groundwater andWells, St. Paul, Minn. 1966, pp.402-411.

10. Olson, K.W., Skogerboe, R.K., Iden-tification of Soil Lead Compoundsfrom Automotive Sources, Environ-mental Science and Technology, Vol.9, No. 3, Mar. 1975, pp. 227-230.

11. National Interim Primary DrinkingWater Regulations, U.S. Environmen-tal Protection Agency. 40 CRF 141,Dec. 24, 1975.

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