1、STD.ASCE 15-ENGL 1796 = 0757bU0 003474b 47b SPECIAL NOTICE The material presented in this publication has been prepared in accordance with recognized engineering principles. This Standard and Commentary should not be used without first securing competent advice with respect to their suitability for
2、any given application. The publication of the material contained herein is not intended as a representation or warranty on the part of the American Society of Civil Engineers, or of any other person named herein, that this information is suitable for any general or particular use or promises freedom
3、 from infringement of any patent or patents. Anyone making use of this information assumes ali liability from such use. ASCE 15-98 American Society of Civil Engineers Standard Practice for Direct Design of Buried Precast Concrete Pipe Using Standard Installations (SIDD) ASCE STD*ASCE 15-ENGL 1778 07
4、59E2U 0034397 224 ASCE 15-98 American Society of Civil Engineers Standard Practice for Direct Design of Buried Precast Concrete Pipe Using Standard Installations (SIDD) , This document uses both Systeme International (SI) units and customary units. i Published by the American Society of Civil Engine
5、ers 1801 Alexander Bell Drive Reston, Virginia 201 91 -4400 STD*ASCE 15-ENGL 1798 0757b00 0034398 IbO I ABSTRACT This publication, Standard Practice for Direct Design of Bur- ied Precast Concrefe Pipe Using Standard Installations (SIDD), (ASCE 15-98), is applicable to buried concrete pre- cast pipe
6、intended for the conveyance of sewage, industrial waste, storm water, and drainage. The standard practice covers the direct design method, manufacturing specification, and standard installations. It is based on research and testing over the past twenty years to develop a more rational design procedu
7、re for the direct design of buried concrete pipe based on engineering principles followed for the direct design of other reinforced concrete members. The direct design method is an improvement on the indirect design method based on the three-edge bearing test which does not represent the soil pressu
8、re distribution around an installed pipe. The soil pres- sure distribution on a buried pipe depends on soil-pipe inter- action, which in turn depends on the soil material and instal- lation procedure. The direct design method provides the procedure for determining the pressure distribution coeffi- c
9、ients for the standard installations. Four types of standard embankment installations and four types of standard trench installations are covered in the standard. The limits state de- sign procedure specified for the design of pipe is consistent with the procedures outlined in Section 17 of the AASH
10、TO Standard Specifications for Highway Bridges. The commen- tary provides supporting background data. Library of Congress Cataloging-in-Publication Data Standard practice for direct design of buried precast concrete pipe using standard installations (SIDD) p. cm.- (ASCE standards) ISBN 0-7844-0471-2
11、 1. Pipe, Concrete-Design-Data processing. 2. Precast concrete. 3. Soil-structure interaction. I. American Society of Civil Engineers. Direct Design of Buried Concrete Pipe Standards Committee. TA447 .S73 2000 621.8672-dC21 00-038952 Photocopies. Authorization to photocopy material for internal or p
12、ersonal use under circumstances not falling within the fair use provisions of the Copyright Act is granted by ASCE to libraries and other users registered with the Copyright Clear- ance Center (CCC) Transactional Reporting Service, pro- vided that the base fee of $8.00 per article plus $50 per page
13、is paid directly to CCC, 222 Rosewood Drive, Danvers, MA O1 923. The identification for ASCE Books is 0-7844-0471 -2/ 00/$8.00 + $50 per page. Requests for special permission or bulk copying should be addressed to Permissions taken as 12 in. (English units); taken as 1,OOO mm (SI units); and b = uni
14、t length of pipe, ft (m); taken as 1 ft (English units); taken as 1 m (SI units) reinforcement tension reinforcement, in. (mm) C, = crack control coefficient for type of d = distance from compression face to centroid of Di = inside diameter of pipe, in. (mm) O, = mean diameter of pipe, taken as 1 Do
15、 = outside diameter of pipe, in. (mm) f: = design compressive strength of concrete, A = maximum service load stress of reinforcing fu = maximum developable strength of stirrup mate- f, = design yield strength of reinforcement, lbdin.2 F, = factor for effect of curvature on diagonal ten- F, = crack w
16、idth control factor for adjusting crack lbdin. (MPa) steel for crack control, lbs/in.2 (MPa) rial, lbdin. (MPa) (MPa) sion (shear) strength in curved components control relative to average maximum crack width of 0.01 in. (0.3 mm) at 1 in. (25 mm) from the tension reinforcement when F, = 1.0 Fd = fac
17、tor for crack depth effect resulting in in- crease in diagonal tension (shear) strength with decreasing d strength radial tension strength of pipe strength crease in diagonal tension (shear) strength with decreasing d shear strength of pipe FN = coefficient for effect of thrust on shear F, = factor
18、for process and materials that affect the F, = factor for pipe size effect on radial tension FV = factor for crack depth effect resulting in in- F, = factor for process and materials that affect the ASCE 15-98 h = overall thickness of member (wall thickness), H = design height of earth above top of
19、pipe, ft (m) i = coefficient for effect of axial force at service load stress,f, 1, = total additional arc length beyond calculated arc lengths requiring stirrups, in. (mm) M, = service load bending moment acting on length 6, in.-lbdft (Nmm/m) M, = factored moment acting on length 6, in.-lbdft (Ndm)
20、 M, = factored moment acting on length 6 as modi- in. (mm) fied for effects of compressive or tensile thrust, in.-lbdft (Nmm/m) 1 or 2 condition (+ when compressive, - when ten- sile), lbs/ft (N/m) Nu = factored axial thrust acting on length 6 (+ when compressive, - when tensile), lbs/ft (Nlm) PL =
21、the prism load (weight of the column of earth) over the pipes outside diameter and is calcu- lated as: PL = wDo/(12)H + (0.107Do)/(12), lbdft (English units); PL = wDo/(l,OOO)H + (0.107D0)/( l,OOO), N/m (SI units) n = number of layers of reinforcement in a cage, N, = axial thrust acting on length 6,
22、 service load r = radius to centerline of pipe wall, in. (mm) r, = radius of the inside reinforcement, in. (mm) su = circumferential spacing of stirrups, in. (mm) sI = spacing of circumferential reinforcement, in. fb = clear cover over reinforcement, in. (mm) vb = basic shear strength of length b at
23、 critical sec- tion where M,/(V,d) = 3.0, lbslft (Nlm) V, = nominal shear strength provided by concrete in length b, lbs/ft (N/m) Vu = factored shear force acting on length b, lbdft (N/m) Vu, = factored shear force acting on length b at criti- cal section where M,/(V,d) = 3.0, ibdft (N/m) (mm) w = u
24、nit weight of soil, lbs/ft3 (N/m3) p = ratio of reinforcement area to concrete area 4f = strength reduction factor for flexure handling and installation; and crack width control. 5.5 The design of a concrete pipe for a particular Standard Installation type is based on the assumption that the specifi
25、ed design bedding and fill require- ments will be achieved during construction of the installation. 5.3 Earth load effects are determined from the pres- sure distribution coefficients for the Standard Installa- tions (see Fig. 5.3-1). c* . . , . ., ,.,. _. . . . I compucilvii IuLII side, some requir
26、ements os haunch / . - FIGURE 5.2-1. Standard Embankment Installations 4 ASCE 15-98 Surface Overfil Springline r- I Lower Side Bedding - Bottom Foundation or Subgrode 2 existinq soil or compacted fill) FIGURE 5.2-2. Standard Trench Installations 5 STDoASCE 15-ENGL 1778 U757bOO 003l407 87b D BURIED P
27、RECAST CONCRETE PIPE USING STANDARD INSTALLATIONS TABLE 5.2-1. Standard Embankment Installation Soils and Minimum Compaction Requirements Installation Haunch and Outer Type Bedding Thickness Bedding Lower Side Type 1 DJ24 minimum, not less than 3 in. (75 mm). If 95% sw rock foundation, use 0,112 min
28、imum, not less than 6 in. (150 mm). DJ24 minimum, not less than 3 in. (75 mm). If rock foundation, use DJ12 minimum, not less than 6 in. (150 mm). DJ24 minimum, not less than 3 in. (75 mm). If rock foundation, use DJ2 minimum, not less than 6 in. (1 50 mm). No bedding required, except if rock founda
29、tion, use DJ12 minimum, not less than 6 in. (150 mm). Type 2 90% SW or 95% ML Type 3 85% SW, 90% ML, or 95% CL No compaction 5pe 4 required, except if CL, use 85% CL 90% SW, 95% ML, or 100% CL 85% SW, 90% ML, or 95% CL 85% SW, 90% ML, or 95% CL No compaction required, except if CL, use 85% CL Notes:
30、 i. Compaction and soil symbols, .e., 95% SW, refer to SW soil material with a minimum Standard Proctor compaction of 95%. See Table 10.2.1 for equivalent Modified Proctor values. 2. Soil in the outer bedding, haunch, and lower side zones, except within DJ3 from the pipe springline, shall be compact
31、ed to at least the same compaction as the majority of soil in the overfill zone. 3. Subtrenches 3.1 A subtrench is defined as a trench with its top below finished grade by more than 0.1 H or, for roadways, its top is at an elevation lower than 1 ft (0.3 m) below the bottom of the pavement base mater
32、ial. 3.2 The minimum width of a subtrench shall be 1.33 Do, or wider if required for adequate space to attain the specified compaction in the haunch and bedding zones. 3.3 For subtrenches with walls of natural soil, any portion of the lower side zone in the subtrench wall shall be at least as firm a
33、s an equivalent soil placed to the compaction requirements specified for the lower side zone and as firm as the majority of soil in the overfill zone or shall be removed and replaced with soil compacted to the specified level. TABLE 5.2-2. Standard Trench Installation Soils and Minimum Compaction Re
34、quirements Installation Haunch and Outer 5Pe Bedding Thickness Bedding Lower Side Type 1 DJ24 minimum, not less than 3 in. (75 mm). If rock foundation, use DJ12 minimum, not less than 6 in. (150 mm). DJ24 minimum, not less than 3 in. (75 mm). If rock foundation, use DJ12 minimum, not less than 6 in.
35、 (150 mm). DJ24 minimum, not less than 3 in. (75 mm). If rock foundation, use DJ2 minimum, not less than 6 in. (150 mm). No bedding required, except if rock foundation, use DJ12 minimum, not less than 6 in. (150 mm). 95% sw 90% SW, 95% ML, 100% CL, or natural soils of equal firmness 85% SW, 90% ML,
36、95% CL, or natural soils of equal firmness 85% SW, 90% ML, 95% CL, or natural soils of equal firmness 85% SW, 90% ML, 95% CL, or natural soils of equal 90% SW or 95% ML 5pe 2 Type 3 85% SW, 90% ML, or 95% CL No compaction Type 4 required, except if CL, use 85% CL firmness Notes: 1. Compaction and so
37、il symbols, i.e., 95% SW, refer to SW soil material with minimum Standard Proctor compaction of 95%. See Table 10.2.1 2. The trench top elevation shall be no lower than 0.1 H below finished grade or, for roadways, its top shall be no lower than an elevation of 1 3. Earth loading shall be based on em
38、bankment conditions. 4. Soil in bedding and haunch zones shall be compacted to at least the same compaction as specified for the majority of soil in the backfill zone. 5. The trench width shall be wider than shown if required for adequate space to attain the specified compaction in the haunch and be
39、dding zones. 6. For trench walls that are within 10“ of vertical, the compaction or firmness of the soil in the trench walls and lower side zone need not be 7. For trench walls with greater than 10“ slopes that consist of embankment, the lower side shall be compacted to at least the same compaction
40、for equivalent Modified Roctor values. ft (0.3 m) below the bottom of the pavement base material. considered. as specified for the soil in the backfill zone. 6 ASCE 15-98 Typa VAF-HAF Al Ai W- A4 AS A6 a b c e t u v 1 1.35 0.45 0.62 0.73 1.35 0.19 0. 0.10 1.40 0.40 0.10 0.00 0.05 0.80 0.80 2 1.40 0.
41、40 0.05 0.55 1.40 0.1s 0. 0.17 1.45 040 0.1s 0.10 0.05 0.82 0.m 3 1.40 0.37 l.a 0.35 1.40 0.10 0.10 0.17 1.45 0.36 0.20 0.12 0.05 0.05 0.60 4 1.6 0.50 1.4s 0.00 1.45 0.00 0.11 o 1s 143 0.30 0.25 O00 . 0.90 . NOTES: 1. VAF and HAF are veiucsl and honzontai arching factors. These adchts iepresent nond
42、imensional total veftkal and hdzontal loads cf the pipe. rsspecuvely. The actual veilical and horizaital eafth keds are WAF) x (PL) and (HA0 x (PL). respectively. where PL is the ptism load. 2. PL, the prism load, is the weight of the column of earlh wver over the pipe outsie diameter and is calcula
43、ted as: 3. Ckeuients Al through A6 represent the integrakm of nondimensimal verlicai and horizontal components of sdl pressure under the indicated poiti of the component pressure diaprams (.e., aie area under the amponent pressure diagrams). The pressures are assumed to vary either praboiicaliy or l
44、ineariy, as shown, with the nondimensimal magnitudes at governing points represented by h,. 4. uh,. 6. a, and b. Nondimensional horizontal and Vertical dimensions of component pressure regions are defined by c, d, e. uc. vd. and f coefficients. 4. d is calculated as (0.5-c-e). h, is calculated as (i
45、.5A1) I (c) (1). hp is calailaed as (1.W) I (d) (l+v)+(2e). FIGURE 5.3-1. Arching Coefficients and Heger Earth Pressure Distribution 7 - STD-ASCE 35-ENGL 3978 = 0757b00 0034433 Li24 = PART II. DIRECT DESIGN METHOD USING STANDARD INSTALLATIONS (SIDD) 6.0 GENERAL 6.1 Design procedures and criteria sha
46、ll conform to applicable sections of this standard practice. 6.2 DESIGN SUBMITTALS 6.2.1 The intent of this Practice is that the pipe be designed and detailed by the manufacturer in accor- dance with criteria furnished by the owner. Shop drawings are to be submitted to the owner for review and appro
47、val prior to manufacture (see Section C6.2). 6.2.2 An alternative to Section 6.2.1 is that the owner provide the design to the pipe manufacturer for prep- aration of shop drawings, which would be submitted to the owner for approval. 6.2.3 If the owner prepares a design, the manufac- turer may submit
48、 an alternate design to the owner for approval. 7.0 DESIGN REQUIREMENTS 7.1 The owner shall establish the following design criteria and requirements: 7.1.1 Intended use of pipeline. 7.1.2 Pipe inside diameter, Di. 7.1.3 Pipeline plan and profile drawings with installa- tion cross sections as require
49、d. 7.1.4 Design earth cover height above the top of the pipe, H (see Fig. 3.6-1). 7.1.5 Allowable Standard Installation types. Types 1, 2, 3, and 4 for either trench or embankment (Figs. 5.2-1 and 5.2-2, and Tables 5.2-1 and 5.2-2). 7.1.6 Soil data sufficient to determine in situ condi- tions for allowable Standard Installations (including in situ soil classification) and overfill weight per cubic foot (N/m3). 7.1.7 Performance requirements for pipe joints. 7.1.8 Design live and surcharge loadings, if any. 7.1.9 Design intermittent internal hydrost
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