AWWA Manual M11 Steel Pipe—A Guide for Design and Installation, 4th ed.

265 Pages·2005·14.11 MB·English

Errata to
AWWA Manual M11
Steel Pipe—A Guide for Design and Installation, 4th ed.
(December 2013)
Chapter 1
1. On page 1, paragraph 2, line 6 under History, the metric conversion should read 15,000 psi
(103.42 MPa).
2. On page 7, paragraph 2, lines 6 and 7 under Stress and Strain, “min” should read “μin.”
3. On page 8, paragraph 2, lines 2 and 4, respectively, the metric conversions should read 30,000,000
psi (207 TPa) and 30 psi (207 kPa).
4. On page 10, paragraph 1, line 2, the metric conversion should read 30 psi (207 kPa).
5. On page 10, paragraph 1, line 4, “5,000 min/in.” should read “5,000 μin./in.”
6. On page 10, paragraph 2, line 6, “5,000 min/in.” should read “5,000 μin./in.”
7. On page 10, paragraph 2, line 8, “300,000 min/in.” should read “300,000 μin./in.”
8. On page 11, paragraph 5, lines 6 and 10, under Analysis Based on Strain, “1,750 min/in.”
should read “1,750 μin./in.”
9. On page 11, paragraph 7, line 2, under Analysis Based on Strain, “5,000 min/in.” should read
“5,000 μin./in.”
10. On page 18, Eq 1-1 should read
σ = σ (cos2 α) + σ (sin2 α) (1-1)
n 2 1
Chapter 6
11. On page 62, Table 6-1, column 1, Type of Soil, replace “Coarse-grained soils with little or no fines
(SP, SM, GP, GW)” with “Coarse-grained soils with little or no fines (SP, SW, GP, GW).”
12. On page 67, line 5, replace (P = 0.7(4)(28,152) = 7,883 kg/m2) with
(P = 0.07(4)(28,152) = 7,883 kg/m2).
Chapter 6 (continued)
13. On page 67, line 12, replace W = (1,922 (2) + 13,180) 2r/1,000 = 34r with
c
W = (1,922 (0.61) + 13,180) 2r/1,000 = 28.7r.
c
14. On page 67, line 18, replace “3 ft (0.914 mm) cover” with “3 ft (0.914 m) cover.”
Chapter 7
15. On page 73, the example problem should read

k = 0.02 – 0.00012(120 – 90) = 0.0164

40,000 ( 21 )
S = 0.0164 × log = 28,300 psi
cs (0.3125)2 e 0.3125

Sls = –3,000 psi (7-5)

½
S = 1,000 [28.32 + (–3.02) – (–3.0 × 28.3)] = 29,900 psi
e

29,900 < 30,000
16. On page 85, Table 7-2, for x = 0.05L, replace –0.0715(wL2/12) with –0.715(wL2/12).
Chapter 9
17. On page 122, last line of paragraph 3 under Elbows and Miter End Cuts should read
“…the deflection per miter weld shall be limited to 30°. The radius of the elbow shall be….”
18. On page 133, first sentence of paragraph 3 should read
“Usually the blowoff will be below ground.”
Chapter 13
19. On page 194, Calculation of Size, under Eq 13-5 the definition of σ should read
σ = safe bearing capacity of the soil, lbf/ft2 (N/m2)
⅛
20. On page 200, Table 13-4, for 24-in. Pipe OD, 250 psi, Tie Bolt Diameter, in., should read “1 .”
21. On page 200, Table 13-4, line 2 of NOTE, replace “undo” with “undue.”
⅜
22. On page 203, Table 13-5, for 1 -in. dia., replace "A" metric with (222.25).
⅝
23. On page 203, Table 13-5, for 1 -in. dia., replace "A" metric with (273.05).
24. On page 205, Figure 13-20, Note 4, replace “The minimum wall thickness...” with
“The minimum weld thickness….”
American Water Works
Association
Errata to
M11 Steel Pipe:
A Guide for Design and Installation
(January 2005)
On page 27, under Hydraulic Symbols the following definition should read:
D = nominal diameter of pipe, ft (m)
On page 172, Table 12-3, lower portion of the table for stud bolts, the second column should
read:
Maximum Load for ASTM A193, Gr. B7 Studs
On page 222, (9) should read:
The weld metal is as strong as the parent metal, so consider the allowable stress to be 15,000 psi
(Vz yield) in the pipe wall.
(9) then S, = 15,000 psi
for AT = 40°F
S, = 7,800 psi
t(7 ,800)
= 15,000
p = 0.52t
p = 0.70711
leg size then is
0.70711 = 0.52t
1 = 0.74t
American Water Works
Association
Errata to M11 Steel Pipe:
A Guide for Design and Installation
(July 2004)
On page 29, the equation in the middle of the second paragraph should read:
C = 140 + 0.17d
On page 35, Table 3-5 should read:
Table 3-5 Flow Equivalents
gal I gal I
gal I day liter I day min gal I day literlday min m31s cfs
1,000,000 3,785,000 694 136,260,000 25,000 1.577 55.71
2,000,000 7,570,000 1,389 0.088 3.09 37,000,000 140,045,000 25,694 1.621 57.26
3,000,000 11,355,000 2,083 0.131 4.64 38,000,000 143,830,000 26,389 1.665 58.80
4,000,000 15,140,000 2,778 0.175 6.19 39,000,000 147,615,000 27,083 1.709 60.35
5,000,000 18,925,000 3,472 0.219 7.74 40,000,000 151,400,000 27,778 1.753 61.90
6,000,000 22,710,000 4,167 0.263 9.28 42,000,000 158,970,000 29,167 1.840 64.99
7,000,000 26,495,000 4,861 0.307 10.83 44,000,000 166,540,000 30,556 1.928 68.09
8,000,000 30,280,000 5,556 0.351 12.38 46,000,000 174,110,000 31,944 2.015 71.18
9,000,000 34,065,000 6,250 0.394 13.93 48,000,000 181,680,000 33,333 2.103 74.28
10,000,000 37,850,000 6,944 0.438 15.47 50,000,000 189,250,000 34,722 2.191 77.37
11,000,000 41,635,000 7,639 0.482 17.02 52,000,000 196,820,000 36,111 2.278 80.47
12,000,000 45,420,000 8,333 0.526 18.57 54,000,000 204,390,000 37,500 2.366 83.56
13,000,000 49,205,000 9,028 0.570 20.12 56,000,000 211,960,000 38,889 2.454 86.66
14,000,000 52,990,000 9,722 0.613 21.66 58,000,000 219,530,000 40,278 2.541 89.75
15,000,000 56,775,000 10,417 0.657 23.21 60,000,000 227,100,000 41,667 2.629 92.85
16,000,000 60,560,000 11,111 0.701 24.76 62,000,000 234,670,000 43,056 2.716 95.94
17,000,000 64,345,000 11,806 O. 744 26.31 64,000,000 242,240,000 44,444 2.804 99.04
18,000,000 68,130,000 12,500 0.788 27.85 66,000,000 249,810,000 45,833 2.892 102.13
19,000,000 71,915,000 13,194 0.832 29.40 68,000,000 257,380,000 47,222 2.979 105.23
20,000,000 75,700,000 13,889 0.876 30.95 70,000,000 264,950,000 48,611 3.067 108.32
21,000,000 79,485,000 14,583 0.920 32.50 72,000,000 272,520,000 50,000 3.155 111.42
22,000,000 83,270,000 15,278 0.964 34.04 74,000,000 280,090,000 51,389 3.242 114.51
23,000,000 87,055,000 15,972 1.008 35.59 76,000,000 287,660,000 52,778 3.330 117.61
24,000,000 90,840,000 16,667 1.052 37.14 78,000,000 295,230,000 54,167 3.417 120.70
25,000,000 94,625,000 17,361 1.095 38.69 80,000,000 302,800,000 55,556 3.505 123.80
(continued on next page)
Table 3-5 Flow Equivalents (continued)
26,000,000 98,410,000 18,056 1.139 40.23 82,000,000 310,370,000 56,944 3.593 126.89
27,000,000 102,195,000 18,750 1.183 41.78 84,000,000 317,940,000 58,333 3.680 129.99
28,000,000 105,980,000 19,444 1.227 43.33 86,000,000 325,510,000 59,722 3.768 133.08
29,000,000 109,765,000 20,139 1.271 46.42 88,000,000 333,080,000 61,111 3.856 136.18
30,000,000 113,550,000 20,833 1.314 46.42 90,000,000 340,650,000 62,500 3.943 139.27
31,000,000 117,335,000 21,528 1.358 47.97 92,000,000 348,220,000 63,889 4.031 142.37
32,000,000 121,120,000 22,222 1.402 49.52 94,000,000 355,790,000 65,278 4.118 145.46
33,000,000 124,905,000 22,917 1.446 51.07 96,000,000 363,360,000 66,667 4.206 148.56
34,000,000 128,690,000 23,611 1.490 52.61 98,000,000 370,930,000 68,056 4.294 151.65
35,000,000 132,475,000 24,306 1.533 54.16 100,000,000 378,500,000 69,444 4.381 154.75
On page 49, equation (4-3) and equation (4-3M) should read:
(“) 3
Pc = 66,000,000 (4-3)
dn
(“) 3
Pc = 455,000,000 (4-3M)
dn
On page 62, Table 6-1 should read:
Table 6-1 Values* of modulus of soil reaction, E (psi) based on depth of cover, type of soil, and
relative compaction
Standard AASHTO relative compaction$
Depth of Cover 85% 90% 95% 100%
Type of Soil? ft (m) psi (kPa) psi (kPa) psi (kPa) psi @Pa)
Fine-grained soils 2-5 (O. 6-1 5) 500 (3,450) 700 (4,830) 1,000 (6,895) 1,500 (10,340)
with less than 25% 5-10 (1.5-3.1) 600 (4,140) 1,000 (6,895) 1,400 (9,655) 2,000 (13,790)
sand content (CL, 10-15 (3.1-4.6) 700 (4,830) 1,200 (8,275) 1,600 (11,030) 2,300 (15,860)
ML, CL-ML) 15-20 (4.6-6.1) 800 (5,520) 1,300 (8,965) 1,800 (12,410) 2,600 (17,930)
Coarse-grained soils 2-5 (O. 6-1 5) 600 (4,140) 1,000 (6,895) 1,200 (8,275) 1,900 (13,100)
with fines (SM, SC) 5-10 (1.5-3.1) 900 (6,205) 1,400 (9,655) 1,800 (12,410) 2,700 (18,615)
10-15 (3.1-4.6) 1,000 (6,895) 1,500 (10,340) 2,100 (14,480) 3,200 (22,065)
15-20 (4.6-6.1) 1,100 (7,585) 1,600 (11,030) 2,400 (16,545) 3,700 (25,510)
Coarse-grained soils 2-5 (O. 6-1 5) 700 (4,830) 1,000 (6,895) 1,600 (11,030) 2,500 (17,235)
with little or no fines 5-10 (1.5-3.1) 1,000 (6,895) 1,500 (10,340) 2,200 (15,170) 3,300 (22,750)
(SP, SM, GP, GW) 10-15 (3.1-4.6) 1,050 (7,240) 1,600 (11,030) 2,400 (16,545) 3,600 (24,820)
15-20 (4.6-6.1) 1,100 (7,585) 1,700 (11,720) 2,500 (17,235) 3,800 (26,200)
* Hartley, James D. and Duncan, James M., “E’ and its Variation with Depth.” Journal of Transportation, Division of ASCE,
Sept. 1987.
Soil type symbols are from the Unified Classification System.
3 Soil compaction. When specifying the amount of compaction required, it is very important to consider the degree of soil com-
paction that is economically obtainable in the field for a particular installation. The density and supporting strength of the
native soil should be taken into account. The densification of the backfill envelope must include the haunches under the pipe
to control both the horizontal and vertical pipe deflections. Specifying an unobtainable soil compaction value can result in
inadequate support and injurious deflection. Therefore, a conservative assumption of the supporting capability of a soil is
recommended, and good field inspection should be provided to verify that design assumptions are met.
On page 72, sentence below equation (7-1) should read
If a longitudinal stress exists near the saddle tips, such as a thermal stress or the beam bending
stress at that depth on the pipe, designate its calculated value as Si,.
On page 125, Figure 9-3 should be:
TR = 1.25t
O
Figure 9-3 Tangent-type outlet (AWWA C208)
On page 126, Figures 9-4 and 9-5 should be deleted and reader is advised to reference
ANSUAWWA C208, Dimensions for Fabricated Steel Water Pipe Fittings.
On page 132, under Anchor Rings, delete the last sentence regarding sizing of fillet welds.
On page 164, sentence below the Note 3 table, reference should be ASTM D4254-83[1983bl.
On page 182, the equation under Reinforcement Type should read:
PDV=-- Pd2 - (i50>(8.625>2= 433
Dsin2A 25.75sin290"
-d -- 8-.625 -- 0.335
D 25.75
Therefore, for PDV 5 4,000 and dlD 5 0.7, use collar unless wrapper is provided.
On page 182, the equation under Collar Design should read:
Main pipe (TI')
Branch outlet (tr)
On page 184, the sentence under Reinforcement Type should read:
Therefore, for PDV < 6,000 and d/D> 0.7, use wrapper.
On page 197, equation (13-6) should read:
PA(1- COSA)
L = (13-6)
w,
LW, + + WP)
On page 229, top line under Pipe OD should be 38.
Steel Pipe-
A Guide for Design
and Installation
AWWA MANUAL MI1
Fourth Edition
American Water Works
Assoc ia t ion
Science and Technology
AWWA unites the drinking water community by developing and distributing authoritative scientific and technological
knowledge. Through its members, AWWA develops industry standards for products and processes that advance public
health and safety. AWWA also provides quality improvement programs for water and wastewater utilities.
Copyright O 2004 American Water Works Association, All Rights Reserved.
MANUAL OF WATER SUPPLY PRACTICES-Ml 1, Fourth Edition
Steel Pipe-A Guide for Design and Installation
Copyright O 1964, 1985, 1989, 2004 American Water Works Association
All rights reserved. No part of this publication may be reproduced or transmitted in any form or by any
means, electronic or mechanical, including photocopy, recording, or any information or retrieval system,
except in the form of brief excerpts or quotations for review purposes, without the written permission
of the publisher.
Project Manager and Technical Editor: Melissa Christensen
Copy Editor: Mart Kelle
Production Editor: Carol Stearns
Library of Congress Cataloging-in-PublicationD ata
Steep pipe : a guide for design and installation.-- 4th ed.
p. cm. -- (AWWA manual ; M11)
Includes bibliographical references and index.
ISBN 1-58321-274-4
1. Water pipes--Design and construction--Handbooks, manuals, etc. 2. Pipe,
Steel--Design and construction--Handbooks, manuals etc. I. American Water Works
Association. II. Series.
TD49LA49 S74
628.1'5--dc22
2004043748
Printed in the United States of America
American Water Works Association
6666 West Quincy Avenue
Denver, CO 80235-3098
ISBN 1-58321-274-4
Printed on recycled paper
Copyright O 2004 American Water Works Association, All Rights Reserved.
Contents
List of Figures, vii
List of Tables, xi
Foreword, xiii
Acknowledgments, xv
Chapter 1 History, Uses, and Physical Characteristics
of Steel Pipe . . . . . . . . . . . . . . . . . . . . . 1
History, 1
Uses, 2
Chemistry, Casting, and Heat Treatment, 3
Physical Characteristics, 6
Ductility and Yield Strength, 6
Stress and Strain, 7
Strain in Design, 9
Analysis Based on Strain, 11
Ductility in Design, 12
Effects of Cold Working on Strength and Ductility, 13
Brittle Fracture Considerations in Structural Design, 13
Good Practice, 17
Evaluation of Stresses in Spiral-Welded Pipe, 18
References, 18
Chapter 2 Manufacture and Testing . . . . . . . . . . . . . 21
Manufacture, 21
Testing, 24
References, 25
Chapter 3 Hydraulics of Pipelines . . . . . . . . . . . 27
Formulas, 27
Calculations, 31
Economical Diameter of Pipe, 42
Distribution Systems, 43
Air Entrainment and Release, 43
Good Practice, 43
References, 43
Chapter4 DeterminationofPipeWallThickness . . . . . . . 45
Internal Pressure, 45
Allowable Tension Stress in Steel, 46
Corrosion Allowance, 48
External Fluid Pressureuniform and Radial, 48
Minimum Wall Thickness, 50
Good Practice, 50
References, 50
...
111
Copyright O 2004 American Water Works Association, All Rights Reserved.