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1、1881 American Water Works Association Fiberglass Pipe Design AWWA MANUAL M45 First Edition FOUNDED Copyright (C) 1999 American Water Works Association All Rights Reserved MANUAL OF WATER SUPPLY PRACTICES - M45, First Edition Fiberglass Pipe Design Copyright 1996 American Water Works Association All
2、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 per
3、mission of the publisher. Project Manager and Technical Editor: Sharon Pellowe Copy Editor: Martha Ball Production Editor: Alan Livingston Production Artist: Karen Staab Library of Congress Cataloging- in- Publication Data “Fiberglass pipe design manual.“ xviii, 159p. 1725 cm.- - (Manual of water su
4、pply operations: M45) Includes bibliographical (p. ) references and index. ISBN 0- 89867- 889- 7 1. water- pipes. 2. Pipe, glass. I. Series. II. Series: /AWWA manual: M45 TD491.A49 no. M45 628.1 5- - - - dc2197- 4036 CIP Printed in the United States of America American Water Works Association 6666 W
5、est Quincy Avenue Denver, CO 80235 ISBN 0- 89867- 889- 7Printed on recycled paper Copyright (C) 1999 American Water Works Association All Rights Reserved 标准分享网 w w w .b z f x w .c o m 免费下载 Contents List of Figures, vii List of Tables, xi Preface, xiii Foreword, xv Acknowledgments, xvii Chapter 1 His
6、tory and Use . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 1.1 Introduction, 1 1.2 History, 1 1.3 Applications, 2 1.4 Standards, Specifications, and Reference Documents, 2 1.5 Terminology, 6 Chapter 2 Materials, Properties, and Characteristics . . . . . . . . . . . . . 7 2.1 General, 7
7、 2.2 Characteristics, 7 2.3 The Material System, 8 2.4 Glass Fiber Reinforcements, 8 2.5 Resins, 9 2.6 Other Components, 10 2.7 Physical Properties, 11 2.8 Mechanical Properties, 12 Chapter 3 Manufacturing . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 3.1 Introduction, 15 3.2 Filament W
8、inding, 15 3.3 Centrifugal Casting, 18 References, 20 Chapter 4 Hydraulics . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 21 4.1 Hydraulic Characteristics, 21 4.2 Preliminary Pipe Sizing, 21 4.3 Typical Pipe Diameters, 22 4.4 Pressure Loss Calculations, 23 4.5 Head Loss in Fittings, 2
9、7 4.6 Energy Consumption Calculation Procedure, 29 4.7 Transient Pressures, 31 References, 34 Chapter 5 Buried Pipe Design . . . . . . . . . . . . . . . . . . . . . . . . . . 35 5.1 Introduction, 35 5.2 Design Terminology, 35 iii Copyright (C) 1999 American Water Works Association All Rights Reserve
10、d Chapter 5 Buried Pipe Designcontinued 5.3 Design Conditions, 36 5.4 Pipe Properties, 38 5.5 Installation Parameters, 38 5.6 Design Procedure, 39 5.7 Design Calculations and Requirements, 39 5.8 Axial Loads, 54 5.9 Special Design Considerations, 54 5.10 Design Examples, 54 References, 71 Chapter 6
11、Guidelines for Underground Installation of Fiberglass Pipe . . 73 6.1 Introduction, 73 6.2 Related Documents, 74 6.3 Terminology, 75 6.4 In Situ Soils, 77 6.5 Embedment Materials, 77 6.6 Trench Excavation, 80 6.7 Pipe Installation, 82 6.8 Field Monitoring, 87 6.9 Contract Document Recommendations, 8
12、8 References, 88 Chapter 7 Buried Pipe Thrust Restraints . . . . . . . . . . . . . . . . . . . 91 7.1 Unbalanced Thrust Forces, 91 7.2 Thrust Resistance, 92 7.3 Thrust Blocks, 93 7.4 Joints With Small Deflections, 95 7.5 Restrained (Tied) Joints, 99 Chapter 8 Aboveground Pipe Design and Installation
13、 . . . . . . . . . . 103 8.1 Introduction, 103 8.2 Test Methods and Physical Properties, 103 8.3 Internal Pressure Rating, 105 8.4 Thermal Expansion and Contraction, 107 8.5 Thermal Expansion Design, 107 8.6 Supports, Anchors, and Guides, 114 8.7 Bending, 120 8.8 Thermal Conductivity, 120 8.9 Heat T
14、racing, 121 8.10 Characteristics and Properties, 122 References, 124 Chapter 9 Joining Systems, Fittings, and Specials . . . . . . . . . . . . 125 9.1 Introduction, 125 9.2 Fiberglass Pipe Joining Systems Classification, 125 9.3 Gasket Requirements, 126 9.4 Joining Systems Description, 126 9.5 Assem
15、bly of Bonded, Threaded, and Flanged Joints, 131 iv Copyright (C) 1999 American Water Works Association All Rights Reserved 标准分享网 w w w .b z f x w .c o m 免费下载 9.6 Fittings and Specials, 134 9.7 Service Line Connections, 138 References, 138 Chapter 10 Shipping, Handling, Storage, and Repair . . . . .
16、 . . . . . . 139 10.1 Introduction, 139 10.2 Shipping, 139 10.3 Handling, 140 10.4 Storage, 142 10.5 Repair, 143 Glossary, 145 Index, 153 List of AWWA Manuals, 159 v Copyright (C) 1999 American Water Works Association All Rights Reserved Figures 3-1 Filament winding process, 16 3-2 Application of im
17、pregnated glass reinforcement of a filament wound pipe, 16 3-3 Continuous advancing mandrel method, 17 3-4 Finished pipe emerging from curing oven, 18 3-5 Preformed glass reinforcement sleeve method, 19 3-6 Chopped glass reinforcement method, 19 3-7 Application of glass, resin, and sand, 20 4-1 Fric
18、tion loss characterisitics of water flow through fiberglass pipe, 23 4-2 Moody diagram for determination of friction factor for turbulent flow, 26 5-1 Definition of common variables used in chapter 5, 37 5-2 Distribution of HS-20 live load through fill for H 1.00 is appropriate. 5.7.3.4 Bedding coef
19、ficient Kx. The bedding coefficient reflects the degree of support provided by the soil at the bottom of the pipe and over which the bottom reaction is distributed. Assuming an inconsistent haunch achievement (typical direct bury condition), a Kx value of 0.1 should be used. For uniform shaped botto
20、m support, a Kx value of 0.083 is appropriate. 5.7.3.5 Vertical soil load on the pipe Wc. The vertical soil load on the pipe may be considered as the weight of the rectangular prism of soil directly above the pipe. The soil prism would have a height equal to the depth of earth cover and a width equa
21、l to the pipe outside diameter. Wc = s H 144 (5-9) Where: Wc = vertical soil load, psi s = unit weight of overburden, lb/ft3 H = burial depth of top of pipe, ft 5.7.3.6 Live loads on the pipe WL. The following calculation assumes a four-lane road with an AASHTO HS-20 truck centered in each 12-ft (3.
22、7-m) wide lane. The pipe may be perpendicular or parallel to the direction of truck travel or any intermediate position. Other design truck loads can be specified as required by project needs and local practice. 1. Compute L1, load width (ft) parallel to direction of travel, see Figure 5-1. L1 = 0.8
23、3 + 1.75 H (5-10) 2. Compute L2, load width (ft) perpendicular to direction of travel, see Figure 5-2. 2 ft Cc 3eGPPoorly graded gravelf Gravels with fines More than 12% finesc Fines classify as ML or MHGMSilty gravelf,g,h Fines classify as CL or CH GCClayey gravelf,g,h Sands 50% or more of coarse f
24、raction passes No. 4 sieve Clean sands Less than 5% finesd Cu 6 and 1 Cc 3eSWWell-graded sandi Cu Cc 3eSPPoorly graded sandi Sands with fines More than 12% finesd Fines classify as ML or MHSMSilty sandg,h,i Fines classify as CL or CHSCClayey sandg,h,i Fine- grained soils 50% or more passes the no. 2
25、00 sieve Silts and clays Liquid limit less than 50 InorganicPI 7 and plots on or above “A” line j CLLean clayk,l,m PI 95% Proctor 70% Relative Density SC5Highly compressible fine-grained soils (CH, MH, OL, OH, PT), or borderline soils (CH/MH), or any dual symbol or borderline soil beginning with one
26、 of these symbols. Soils in this category require special engineering analysis to determine required density, moisture content, and compactive effort. Soils in this category require special engineering analysis to determine required density, moisture content, and compactive effort. Soils in this cat
27、egory require special engineering analysis to determine required density, moisture content, and compactive effort. Soils in this category require special engineering analysis to determine required density, moisture content, and compactive effort. SC4Fine-grained soils with medium to no plasticity (C
28、L, ML, MLCL), or borderline soil (ML/CL), or any dual symbol or borderline soil beginning with one of these symbols, with 95% Proctor 70% Relative Density SC3Coarse-grained soil with fines (GM, GC, SM, SC, GCGM, GC/SC) or any dual symbol or borderline soil beginning with one of these symbols, contai
29、ning more than 12% fines 100 (0.69) 400 (2.8) 1,000 (6.9) 2,000 (13.8) SC2Coarse-grained soils with little or no fines (GW, GP, SW, SP, GW GC, SPSM) or any dual symbol or borderline soil beginning with one of these symbols, containing 12% fines or less 200 (1.4) 1,000 (6.9) 2,000 (13.8) 3,000 (20.7)
30、 SC1Crushed rock with 15% sand, maximum 25% passing the 38 in. sieve and maximum 5% fines 1,000 (6.9) 3,000 (20.7) 3,000 (20.7) 3,000 (20.7) NOTE: Percent Proctor density per ASTM D698 and relative density per ASTM D4253 and D4254. Values for Eb for in-between soils or borderline Proctor densities m
31、ay be interpolated. *ASTM Classification D2487 (see Table 5-3). 50 FIBERGLASS PIPE DESIGN Copyright (C) 1999 American Water Works Association All Rights Reserved 标准分享网 w w w .b z f x w .c o m 免费下载 b rc Sb E 1 pr HDB FSb (5-18) For strain basis HDB and Sb: pr HDB 1 b rc Sb FSpr (5-19) b rc Sb 1 pr HD
32、B FSb (5-20) Where: prFS = pressure design factor, 1.8 FSb = bending design factor, 1.5 pr = working stress due to internal pressure, psi = PwD 2t b = bending stress due to the maximum permitted deflection, psi Table 5-6 Values for the modulus of soil reaction En for the native soil at pipe zone ele
33、vation Native in Situ Soils* GranularCohesive En (psi) Blows/ftDescriptionqu(Tons/sf)Description 01very, very loose 00.125very, very soft50 12very loose0.1250.25very soft200 24 0.250.50soft700 48loose0.501.0medium1,500 815slightly compact 1.02.0stiff3,000 1530compact 2.04.0very stiff5,000 3050dense
34、4.06.0hard10,000 50very dense 6.0very hard20,000 *The modulus of soil reaction En for rock is 50,000 psi. Standard penetration test per ASTM D1586. For embankment installation Eb = En = E . E special cases GeotextilesWhen a geotextile pipe zone wrap is used, En values for poor soils can be greater t
35、han those shown in Table 5-6. Solid sheetingWhen permanent solid sheeting designed to last the life of the pipeline is used in the pipe zone, E shall be based solely on Eb. Cement stabilized sandWhen cement stabilized sand is used as the pipe zone surround, initial deflections shall be based on a sa
36、nd installation and the long-term Eb = 25,000 psi. (Typical mix ratio is one sack of cement per ton or 1.5 sacks of cement per cubic yard of mix.) For embankment installation E b = En = E. BURIED PIPE DESIGN 51 Copyright (C) 1999 American Water Works Association All Rights Reserved = DfE d D tt D rc
37、 = rerounding coefficient, dimensionless = 1 Pw/435 (Pw 435 psi) pr = working strain due to internal pressure, in./in. = PwD 2tEH b = bending strain due to maximum permitted deflection, in./in. = Df d D tt D d = maximum permitted long-term installed deflection, in. 5.7.5 Buckling 5.7.5.1 Buckling th
38、eory. Buried pipe is subjected to radial external loads composed of vertical loads and possibly the hydrostatic pressure of groundwater and internal vacuum, if the latter two are present. External radial pressure sufficient to buckle buried pipe is many times higher than the pressure causing bucklin
39、g of the same pipe in a fluid environment, due to the restraining influence of the soil. 5.7.5.2 Buckling calculations. The summation of appropriate external loads should be equal to or less than the allowable buckling pressure. The allowable buckling pressure qa is determined by the following equat
40、ion: qa = 1 FS 32Rw B E EI D3 1 2 (5-21) Where: qa = allowable buckling pressure, psi FS = design factor, 2.5 Rw = water buoyancy factor, calculated as follows: Rw = 1 0.33 (hw/h); 0 hw h Where: hw = height of water surface above top of pipe, in. h = height of ground surface above top of pipe, in. B
41、 = empirical coefficient of elastic support, dimensionless. It is calculated as follows: B = 1 1 + 4e0.065H 52 FIBERGLASS PIPE DESIGN Copyright (C) 1999 American Water Works Association All Rights Reserved 标准分享网 w w w .b z f x w .c o m 免费下载 Where: H = burial depth to the top of pipe, ft E = composit
42、e modulus of soil reaction, psi (see Eq 5-16) NOTE: Eq 5-21 is valid under the following conditions: Without internal vacuum: 2 ft H 80 ft With internal vacuum: 4 ft H 80 ft Where internal vacuum occurs with cover depths less than 4 ft but not less than 2 ft, qa in Eq 5-22 may be determined as the c
43、ritical buckling pressure given by the von Mises formula. The 2 ft to 4 ft of soil cover provides a safety factor in excess of the recommended 2.5 value. In the 2-ft to 4-ft depth range, live loads plus dead loads should be checked by Eq 5-23 to determine the governing required wall thickness. The m
44、anufacturer should be consulted for further recommendations in this depth range. The von Mises formula is: qa = 2Ett D (n2 1) (1 + K)2 + n2 1 + 2n2 1 vhl 1 + K 8EI D3 1 (vhl) (vlh) (5-22) Where: n = number of lobes formed at buckling 2 (The value of n must give the minimum value of qa obtained by it
45、erative solution.) vhl = Poissons ratio, applied hoop stress vlh = Poissons ratio, applied longitudinal stress K = 2nL D 2 Where: L = distance between rigid ring stiffeners, in. NOTE: For solid-wall (nonribbed) pipes, L should be the distance between joints, such as bells, couplings, flanges, etc. T
46、ypical pipe installations. Satisfaction of the buckling requirement is as- sured for typical pipe installations by using the following equation: w hw + Rw (Wc) + Pv qa(5-23) Where: w = specific weight of water (i.e., 0.0361 lb/in.3), lb/in.3 Pv = internal vacuum pressure (i.e., atmospheric pressure
47、less absolute pressure inside pipe), psi BURIED PIPE DESIGN 53 Copyright (C) 1999 American Water Works Association All Rights Reserved In some situations, consideration of live loads in addition to dead loads may be appropriate. However, simultaneous application of live load and internal vacuum tran
48、sients need not typically be considered. If live loads are considered, satisfaction of the buckling requirement is ensured by: w hw + Rw (Wc) + WL = qa(5-24) 5.8 AXIAL LOADS _ Factors that contribute to the development of axial stresses in buried pipe are (1) hoop expansion due to internal pressure, which causes axial tensile stresses whenever the pipe is axially restrained; (2) restrained thermal expansion and contraction; and (3) pipe “beam” bending that may be induced by uneven bedding, differential soil se