ST0102-SP0211253/4 Mi. NE from SH 114 & 135W
P.O. Box 1220
I~anoka, Texas 76262
Rhone 817-49t-4321
Fax 817-491-4729
MANUFACTURERS CERTIFICATE
DATE:
REFERENCE:
November 2§, 2002
2072 Ruby Road
Coppell, Texas
CONTRACTOR: Wright Construction
This is to certify that all reinforced concrete pipe, fittings and appurtenances
manufactured by CSR Hydro Conduit comply with all provisions of A.S.T.M.
specifications C-76 and the contract specifications.
HYDRO CONDUIT
Before me, the undersigned Notary Public of the State of Texas personally
appeared Al Luttrell and signed the above certificate as true and correct,
Ellen M. Scott
Notary Public - Denton County, Texas
My Commission expires 1/06/2003
Hydro Conduit is a division of
50 '<J 2.t;': 8 ~00~, SC ^oN 6~ZtTI617ZIS: xe_-I I"]_-IQ-IlflQN03
WRIGHT
CONSTRUCTION
COMPANY
PROJECT TITLE:
DATE:
SUB-CONTRACTOR:
CONTRACT IDENTIFICATION:
SUPPLIER:
MANUFACTURER:
RUBY ROAD
COPPELL~ TEXAS
November 25, 2002
Wd.qht Construction Co. Inc.
601 W. Wall Street, Grapevine Texas 76051
SITE UTILITY
Rinker Materials
P.O. Box 1220
Roanoke, Tx76262
817-491-4321
817-491-4729(Fax)
Rinker Materials
PRODUCT:
Ton,que and Groove Joint
~ive o
Wright Construction Co., Inc.
Do hereby certify that contractor has field verified dimensional
accuracies related to this submittal, and further certify that contractor has
made a proper effort to assure that there are no exceptions to the contract
requirements (unless specifically identified in the attached letter).
Submittal Date: November 25, 2002
Wright Construction Co., Inc.
601 W. \~5~11 *' Grapevine, TX 760'51 * Metro (817) 481-2594
Hydro Conduit
Tongue & Groove Joint
12"- 120" Diameter Pipe
I ~L PIPE DIAMETER
PIPE I.D.
A
~ B ~
SECTION THRU JOINT
Table of Approximate Dimeasioss end Weights
Pipe Wall I A B C D Weight Length Prod.
Diameter Thickness I {Lbs/Ft) (Ft.) Code
12 2 I 13Y~ 1~6 ~3~s 16 92 4, 6 300
15 2'/4 I 17¼ 1~/4 Y~ 19~ 127 4~6 300
18 2¥z 20V4 1N lY8 23 168 4~ 6, 8 300
21 23/4 23~A 1N 1~ 26~ 214 4~6~8 300
24 3 26~ 2~ 1 ¼ 30 265 4, 6~ 8 300
27 3~ 30N 2~ 1~ 33~ 322 4~ 6, 8 3~
30 3~ 33~ 2~ 1~ 37 384 4~ 6, 8 3~
~ 4~ 37~ 2V~ 1~ 42 451 4~ 6r 8 3~
36 4 3g~6 3~A6 1Y~ 44 524 4, 6r 8 300
39 4~A 43~A 37A 2 47V~ 602 4~ 6f 8 500
42 4~ 46~ 3V, 2~AA ~1 685 4, 6, 8 500
45 4~ 4~ 3~6 2¥~ 54~ 773 4~ 6, 8 500
48 5 53 3~/t~ 2~ 58 867 4, 6~ 8 ~0
51 5~4 57~ 4Y~ 2~ 61~ 986 4r 6~ 8 500
54 5~ 60V~, 4N 2~ 65 1071 4~ 6r 8 500
60 6 66~, 4~ 2¥, 72 1296 4~ 6~ 8 500
66 6~h 73~A 4 3~s 79 1~2 4~ 6~ 8 ~
72 7 80 5~ 3~ 86 1810 4, 6~ 8 ~0
78 7~ 86~ 5~ 3~ 93 2096 4~ 6~ 8 500
84 8 02~* 4~ 3'~ t00 24~ 4, 6~ 8 500
90 8~ 98~ 5~ 4 107 27~ 4, 6, 8 5~
g6 9 104~ 6~ 3~ 114 3093 4, 6~ 8 5~
102 10V~ 110 5~ 4 122~h 3466 4,6~8 ~O
108 le~ 12~ 3862 4, 6, 8 500
114 11V~ 1387h 4278 4~ 500
120 11~ 130 6~h 5 143~ 4716 4~ 6, 8 500
All dimensions are inches unless otherwise noted.
NOTES:
1. Produced to A.S.'I:M.
Specification C~76.
2. This drawing is not intended
to show reinforcement design-
either as to placement or steel
area, Actual project specification
or A.S.T.M. C-76 will govern.
3. Consult Hydro Conduit Corp.
for further details not listed
on this drawing.
DALLAS/FT. WORTH
3/4 Miles NE from Intersection
of SH 114&I35W
P.O. Box 1230
Roanoke, Texas 76262
(817) 491-4321
CR 120
11
)ssued 1t89
Standard Specification for
Reinforced Concrete Culvert, Storm Drain, and Sewer Pipe~
This standard is is, sued under the fixed designation C 76; the number immediately following thc designation indicates thc year of
od~nat =deption or, in the c~ o~ revision, the year o~ I~t revision. A numar ~n pamnthe~s indi~t~ the y==~ o~l~t ~approvaL A
su~dp[ cpsJ[on (~) indi~tes an ~itodal change since thc l~t revision or ~pprowl.
This standard h~ been approved for t~e by agencies of the Department of Defense. Consult the DoD lad~r of Specifications and
Standards for the sp~c year of issue which h~ been adopted by the Department of Defense.
1. Scope
1.1 This specification covers reinforced concrete pipe
intended to be used for the conveyance of sewage, industrial
wastes, and storm water, and for the construction of culverts.
1.2 A complete metric companion to Specification C 76
has been developed 42 76M; therefore, no metric equiva-
lents are presented in this specification.
NOTE l--This specification is a manufacturing and purchase specifi-
cation only, and does not include requirements for bedding, backfill, or
the relationship between field load condition and the strength classifica-
lion ol~ pipe. However, experience has shown that the successful
performance of this product depends upon the proper selection of the
cia.as of pipe, type of bedding and backfill, and care that installation
conforms to the construction specifications. The owner of the reinforced
concrete pipe specified herein is cautioned that he must correlate the
field requirements with the class of pipe specified and provide inspection
at ~he construction site.
NOTE 2--Attention is called to the specification for reinforced
concrete D-load culvert, storm drain, and sewer pipe (Specification
C 655).
2. Referenced Documents
2.1 ASTM Standards:
A 82 Specification for Steel Wire, Plain, for Concrete
Reinforcement2
A 185 Specification for Steel Welded Wire, Fabric, Plain,
for Concrete Reinforcement2
A 496 Specification for Steel Wire, Deformed, for Con-
crete Reinforcement2
A 497 Specification for Steel Welded Wire Fabric, De-
formed, for Concrete Reinforcement2
A615/A615M Specification for Deformed and Plain
Billet-Steel Bars for Concrete Reinforcement2
C 14 Specification for Concrete Sewer, Storm Drain, and
Culvert Pipe3
C 33 Specification for Concrete Aggregates4
C 39 Test Method for Compressive Strength of Cylindrical
Concrete Specimens4
C 150 Specification for Portland Cement~
C 309 Specification for Liquid Membrane-Forming Com-
pounds for Curing Concrete4
~This sPemfication is under the jurisdiction of ASTM Committee C-t3 on
Concrete Pi~ and i~ the direct res~nsibility of Sulx:ommi tee C13.02 on
Reinforced Se,~er and Culvert Pi~.
Current ~ition approve~ July 15, 1994. Published 5ept,~mber 1994. Originally
~5u~1i$11~1 I1 C 7~ - 30 T. Last p~owa ~lition C '/6 - 90. ~ Annu~ ~ook of ASTM Standard, Vol 0i
~ ~onual Book of ASTM Standard, Vol 04.0~.
* Annual Book of ASTM Standards. Vol 04.02.
~ Annual Book of ASTM Standards, Vol 04.01.
C 497 Test Methods for Concrete Pipe, Manhole Sections,
or Tile~
C 595 Specification for Blended Hydraulic Cements5
C 618 Specification for Coal Fly Ash and Raw or Calcined
Natural Pozzolan for Use as a Mineral Admixture in
Portland Cement Concrete4
C 655 Specification for Reinforced Concrete D-Load Cul-
vert, Storm Drain, and Sewer Pipe3
C 822 Terminology Relating to Concrete Pipe and Related
Products~
3. Terminology
3. l Definitions--For definitions of terms relating to con-
crete pipe, see Terminology C 822.
4. Classification
4. t Pipe manufactured in accordance with this specifica-
tion shall be of five classes identified as Class I, Class II, Class
III, Class IV, and Class V, The corresponding strength
requirements are prescribed in Tables I to 5.
5. Basis of Acceptance
5.1 Unless otherwise designated by the owner at the time
of, or before placing an order, two separate and alternative
bases of acceptance are permitted as follows:
5.1.1 Acceptance on the Basis of Plant Load-Bearing Tests,
Material Tests, and Inspection of Manufactured Pipe for
Visual Defects and Imperfections~Acceptability of the pipe
in all diameters and classes produced in accordance with 7.1
or 7.2 shall be determined by the results of the three-edge
bearing tests for either the load to produce a 0.0t-in. crack,
or at the option of the owner, the load to produce a 0.01-in.
crack and the ultimate strength of the pipe; by such material
tests as are required in 6.1, 6.2, and 6.4; by absorption tests
on selected samples of concrete from the wall of the pipe;
and by visual inspection of the finished pipe to determine its
conformance with the accepted design and its freedom from
defects.
5.1.2 Acceptance on the Basis of Material Tests and
Inspection of Manufactured Pipe for Defects and Imperfec-
tions-Acceptability of the pipe in all diameters and classes
produced in accordance with 7.1 or 7.2 shall be determined
by the results of such material tests as are required in 6.1,6.2,
and 6.4; by crushing tests on concrete cores or cured concrete
cylinders; by absorption tests on selected samples from the
wall of the pile; and by inspection of the finished pipe
including amount and placement of reinforcement to deter-
mine its conformance with the accepted design and its
freedom from defect.
q~ C 76
TABLE 1 Design Requirements for Class I Reinforced Concrete Pipe'~
NOTE--See Section 5 for basis of acceptance specified by the owne~.
The strength test redulremants In pounds-force per linear toot o! pipe under the thr.~c ~-~Jge-beadng method shsll be either the O-Iced (test Icad expressed in
p~unds-fo~'ce per linear foot per foot of diameter) to produce a 0.01-in. crack, or the D-loads to produce the 0.01-in. crack and the ultimate Icad as specified below,
multiplied by the internal diameter of the pipe In fe~t.
D-lead to pc~duce a 0.01qn, crack 800
D-load to produce the ultimate load° 1200
Reintorcement, In.2/llnear ft of pipe wail
wail A Wall
Internal Concrete Strength, 4000 psi
Designated Circular
Diameter, Wail Circular Wall Reinforcement B
in. Tt~ick- Reinforcement a Elliptical Thickness,
ness. inner Outer Rainf°rcemantc In. inner Outer
In. Cage Cage Cage Cage
Concrete Strength, 4000 psi
Elliptical
Reinforcement c
6 0.21 0.13 0.23
60 5 0.25 0,15 0.28
66 51/= 0.30 0.18 0.33 6~.,~ 0.25 0.15 0.28
72 6 0.35 0.21 0.39 7 0.29 0.17 . 0.32
78 6V= 0.40 0.24 0.44 7~t~ 0.32 0.19 0.36
84 7 0.45 0.27 0.50 8 0.37 0.22 0.41
90 71/z 0.49 0.29 0.54 81/7 0.41 0.25 0.46
96 8 0.54 0.32 0.60 9 0.46 0.28 0.51
Concrete Strange. 5000 psi
102 81/= 0.63 0,38 Inner CbcuJar 0.25 91/2 0.54 0.32 Inner Circular 0.22
Plus Elllptlcel 0.38 Plus Elliptical 0.32
108 9 0.68 0,41 Inner Circular 0.27 10 0.61 0.37 Inner Circular 0.24
Rue Elliptical 0.41 Plus Elllpticel 0.37
114 '~ ...... '" ,~ ... .,.
120 '~ ...... ' ' ' ,* ......
126 '~ ...... ' ' ' ,~ ... ·..
132 .4 ...... ,.. .4 ... ,,,
138 '~ ...... ' ' ' ,~ ......
Fo~ mo(~lfled ~" specJa designs see 7.2 ~ with the permlss~n of the owner utilize the provisions of Spec~flcatlo~ C 655. Ste~l ~eas may be interpolated bec'con
those s~own fo~ variations In diameter, Ioa~l~g, o~ wall ~ness. PI~ over 96 In. In dlamet~ shall have ~o drcul~ ~ges ~ ~ In~r cJrcul~ plus one elllptl~l
~ [nn~ ~ outer ~ge ~us quad~t ~ In a~O~ wl~ Fig. 1, ~
~ inner ~ out~ ~ge ~us ~ elllp~ ~ge tn a~ wt~ ~. 2.
c EilJpt~ ~d quadr~t st~ must ~ ~ In ~a~ by ~s of h~lng r~s, ~rs, or o~ar ~siflve me~s ~u[ [~e en~e ~sdng o~radon.
o ~r~g~ng test to ul~mate ~d ts not r~ulr~ f~ ~y class of pl~ 604n. ~ less In dl~et~ ~ov~ ~1 o~er r~uJremen~s of ~ls 3~fl~tion are met.
5.1.3 When agreed upon by the owner and manufacturer,
any portion or any combination of the tests itemized in 5.1. I
or 5.1.2 may form the basis of acceptance.
5.2 Age for Accepiance--PiPe shall be considered ready for
acceptance when it conforms to thc requirements as indi-
cated by the specified tests.
6. Materials
6.1 t~einforced Concrete--The reinforced concrete sh'all
consist of cementitious materials, mineral aggregates, and
water, in which steel has been embedded in such a manner
that the steel and concrete act together. 6.2 Cementitious materials:
6.2. I Cement--Cement shall conform to the requirements
for portland cement of Specification C 150 or shall be
portland blast-furnace slag cement or portland-pozzolan
cement conforming to the requirements of Specification
C 595; except that the pozzolan constituent in the Type IP
portland po~olan ~ment ~ha/l be fly ash and shall not
exceed 25 % by weight.
6,2.2 Fly Ash--Hy ash shall conform to thc requirements
o£ Cla.s.s F or Class C of Specification C 618.
6.2.3 Allowable Combinalionx of Cementitio~ Materi-
als--The combination ofcementitious materials used in the
concrete shall be one of the following: 6.2.3.1 Portland cement only,
6.2.3.2 Portland blast furnace slag cement only;
6.2.3.3 Portland pozzolan cement only, or
6.2.3.4 A combination of portland cement and fly ash
wherein the proportion of fly ash is between 5 and 25 % by
weight of total cementitious material (portland cement plus
fly ash).
6.3 Ag£regates~Aggregates shall conform to Specification
C 33 except that the requirement for gradation shall not
apply.
6.4 Admixtures and Blends~Admixtures and blends may
be used with the approval of the owner.
6.5 Steel Reinforcemem--Reinforcement shall consist of
wire conforming to Specification A 82 or Specification A 496
or of wire fabric conforming to Specification A 185 or
Specification A 497 or of bar5 of Grade 40 steel conforming
to Specification A 615.
7. Design
7.1 Design Tables--The diameter, wall thickness, com-
pressive strength of the concrete, and the area of the
~]~ C 76
TABLE 2 Deeign Requirements for Class II Reinforced Concrete Pipe'~
NOTE----Si~I S~tJon 5 tcr' J3e$1s of acceptance sPe~fled by the owner.
The e~angUq test requirements In pounds-force per linear foot of pipe under the three edge-bearing method shall be either the D-load (test load expressed in
pouods-force p~' linear foot per foot et diameter) to produce a 0.01-tn. crack, or the D-loads to procluce the 0.01-in. crack and the ultimate load as specified below,
multiplied by ~le Internal diameter of the pipe in feet.
D-load to ~educe a 0.01-in. crack 1000
D-~cl Io p _FC.3_UL~ the ultimate load '~ 1500
Reinforcement, in.¥1near fl of pipe wall
Wall A Wall 8 Wall C
Internal Concrete StrengU~, 4000 psi Concrete Strength, 4000 psi Concrete Strength, 4000 psi
Clrcuiar
Designated Circular Wall Reinforcementc
diameter, Clrculal Wall Reinforcemente Elliptical Thickness,
in. Wall Reinforcementa Eitiptlca~ Thickness, Ralntorcementc inner Outer
Thickness. Reinforcementc Inner Outer in.
In. Inner Outer in. Cage Cage
Cage Cage Cage Cage
2~ 0.07a .. ·
Elliptical
Reinforcement
2 0.07
12 1¥.~ 0.07e ......
15 17/a 0.07 a ... 21/,~ 0.07
18 2 0.07 ' .,. ~):[~7 ~' 2V:~ 0.07
21 2V* 0.12 ,.,. 0.10 2~/4 0.07
24 2V2 0,13 ... 0,11 3 0,07
27 2% 0.15 ,,, 0.13 31/4 0,13
30 2¥* 0.15 · ... 0.14 3V; 0.14
33 2?/, 0.16 ... 0.15 33/4 0.15
36 3 0.14 0.08 0.15 4a 0.12
42 3Va 0.16 0.10 0.18 4V3 0.15
48 4 0.21 0.13 0.23 5 0.18
54 4V= 0.25 0.15 0.28 5V~ 0.22
60 5 0.30 0.18 0.33 6 0,25
66 5~/~ 0,35 0,21 0.39 61/~ 0,31
72 6 0,41 0,25 0.45 7 0,35
76 6V3 0,46 0,28 0,51 7V= 0.40
84 7 0,51 0.31 0,57 8 0.46
90 7V~ 0.57 0.34 0,63 8V~ 0,51
96 8 0,62 0.37 0.59 9 0.57
0.07
0.07
0.11
0.12
0.13
0.07 0.13
0.09 0.17
0.11 0.20
0.13 0.24
0.15 0.28
0.19 0.34
0.21 0.39
0.24 0.44
0.28 0,51
0.31 0.57
0.34 0.63
3 0.07a ......
:¥/,~ 0,07a ... 0.07~
0.07a
3~,5 0.07a ..,
3~ 0.07a . · . 0'07~
4 0.07a ,.. 0'07~
0.07a
4Y4 0.07a ·..
4~ 0.07a 0'07a
4~, 0.07 ~:& 0,08
5'A O.tO 0.07 0.1t
5~ o.14 0.08 o,15
6Y4 0.17 0.10 0.19
6~ 0.22 0.13 0.24
71/~ 0.25 0.15 0.28
7¥* 0.30 0.18 0.33
81~ 0,35 0.21 0.39
8~ 0,41 0.25 0,46
9~ 0.48 0.29 0.53
9~ 0.55 0.33 0.61
Concrete Strength. 5000 pal
102 8V= 0,76 0.46 inner 0.30 9'/a 0,68 0.41 Inner 0127 10'/* 0.62 0.37 Inner 0.25
Circular
Circular Plus El-
Plus El- IlptlcaJ
IJptJc~l
108 9 0.85 0.51 Inner
Ckcular
P1ue El-
liptical
114 '* .........
120 '~ .........
125 '~ .........
132 '* .........
138 '* .........
0.46
0.34 10
0.5t
Circular
Plus El-
lipliCal
0,76 0,46 Inner
Circular
Plus Ei-
IIptlcel
0,41
0.30 10~ 0.70
0.46
0.42
Clrcuiar
Plus El-
0.37
0.25
0.42
For moOJfieci or specJeJ dealgna see 7.2 ~ wire t~e pe~nisslon of the owner ulillze me provisk3~s of Spec. Jflcalion C 655. Stee~ a~eas may be inleq:)olated belwe~n
pipe of equivalent ~ameters In S~ C 14.
at~Uve to de.ns r~u~ ~ Inn~ ~ ~t~ ~1~ ~ges the reinfor~ment may ~ ~siti~ ~ Fo~on~ In either of the following m~nem:
mr~l~ ~ga ~us ~e ~IIp~ ~ge ~1 ~I ~ ~ss ~ ~al s~fl~ I¢ ~e inner ~ge in ~ t~e,
~ outer ~ga ~us quaint mis in a~d~ ~ Fig. 1, or
~ out~ ~ge ~us ~ ~P~ ~e ~ a~ wi~ Fig. 2,
~aWe. ~ ~a ~t~t ~y ~ ~, ~ r~tor~ent ~a In ~u~e In, ~ I~ f~t ~ ~ 0.20 ~ w~ ~ ~ 0.18 I~ w~l C.
~~ teat to ¢~m ~ ~ ~l r~ f~ ~Y ~s of Pi~ 6~n, ~ les~ ~n dl~e~ ~ov~ ~ o~ r~ug~ants dj ~ s~ ~e mol
drcumferential reinforcement shall be as prescribed for
Classes I to V in Tables I to 5, except as provided in 7.2.
7.1,t Footnotes to the tables herein are intended to be
amplifi~tion~ of tabulated requirements and are to be
considered applicable and binding ms if they were contained
in the body of the specification.
7.2 Modified and Special Designs:
7.2.1 If permitted by the owner the manufacturer may
request approval by the owner of modified designs that differ
from the &:signs in 7.1; or special designs for sizes and loads
beyond thc.se shown in Tables I to 5, 7.1, or special designs
for pipe sizes that do not have steel reinforcement areas
shown in Tables I to 5 of 7.1.
7.2.2 Such modified or special designs shall be based on
rational or =mpirical evaluations of the ultimate strength and
cracking Ixhavi:Jr of the pipe and shall fully describe to the
{~ C 76
TABLE 3 Deelgn Requirements for Class III Relnf6rced Cdncrete PIpeA
NOTE~ ~ 5 f~ ~sl~ O~ a~t~ s~fl~ ~y t~e owner.
~e stmng~ test r~uimm~ts in ~unds-f~ ~ I[ne~ f~t of pi~ under the I~rcc c~g~ng met~ shall ~ either the D4oad (test load express~ in
~nds-f~ ~ lt~ f~t ~ ~t of di~t~) to p~ a 0,01-In. ~acK, or the D-loads to pr~u~ the 0.01qn. ~ and ~e ultimate load as s~fl~ ~low,
multl~l~ by t~ intema dl~eter of t~ ~ In f~t.
~O to ~u~ a 0.01-in. ~ack 1350
~a to ~u~ the ulUma[e load~ 2000
Reinforcement. in?/linear tt ot pipe wall
Wail A Wall B Wall C
Intema~ Co, orate StrengU1, 4000 ps~ Conorete Strange, 4000 psi Concrete Strength. 4000 psi
Oes~gnatecl Ctrculer
Diameter, Wa~I Circular Wall Clrcule~ Wail
in. Thick* Reinl°rcement c Elliptical Thick- Reinf°rcement c ElllptlcaJ Thici<- Reinf°rcement c Elliptical
Reinforce-
Reinforce- nesses, inner Outer mento
Reinforce- nesses. Inner Outer mentO In. Cage Cage
nesses, Inner Outer merito In. Cage Cage
[n. Cage Cage
2~ 0.07a ......
12 1~', 0.07a
15 17/I 0.070
. 18 2 0.07a
21 2V, 0.14
24 2V~ 0.17
27 2~'m 0.18
30 2~/4 0.19
33 2% 0.21
36 3 0.21
42 31/= 0.25
48 4 0.32
5~ 41/2 0.38
60 5 0.44
66 5V~ 0,50
72 5 0.57
0,13
0.15
0.19
0.23
0.26
0.30
0,34
2 0.07 e ......
';i 2'/, 0.07e ...... 3 0.07e ...
0'.07 e 2'/3 0.07 a '... 0.07 a 31/~ 0.07a ... (~.~
0.11 2~/, 0.07a ... 0.07a 3~ 0.07a '" 0'070
0.14 3 0.07a ... 0,07a 3¥4 0.07 .., 0.070
0.16 3V, 0,16 ... 0.14 4 0.08 ·. · 0.07e
0.18 31/'~ 0,18 . . . 0.15 4t/4 0.10 ... 0,08
0.20 3a/4 0.20 · 0.17 41/2 0.12 ... 0.10
0.23 4 ~ 0.17 (~.iO 0.19 4~,~` 0.08 0.07 0.09
0.28 41/= 0.21 0.13 0.23 5'/4 0.12 0.07 0.13
0.35 5 0.24 0.14 0.27 5~/, 0.16 0.10 0.18
0.42 5,.~ 0.29 0.17 0.32 6V, 0.21 0.13
0.49 6 0.34 0.20 0.38 6¥~ 0.25 0.15 0.28
0.55 6'/2 0.41 0.25 0.46 71/~ 0.31 0.19 0.34
0.5,3 7 0.49 0.29 0.54 7~', 0.36 0.22 0,40
Conorete Str~gm. 5000
78 6¥~ 0.64 0.38 0.71 7'V= 0.57 0.34 0.63 8V~ 0.42 0.25 0.47
84 7 0.72 0.43 0.80 8 0.64 0.38 0.71 8¥, 0.50 0.30 0.56
Coaorete Strength. 5000 ps~
Concrete Strongtl% 5000 ps~
90 71/~ 0.81 0.49 0,90 8~,~ 0.69 0.41 0.77 9V, 0.59 0.35 0.66
96 8 0.93 0,58 1.03 9 0.76 0.48 0.84 9-% 0.70 0.42 Inner 0.28
Plue El- 0.42
Up6caJ
102 8~ 1.03 0.62 Inner 0.41 9V* 0.90 0,54 Inner 0.36 10V, 0.83 0.50 Inner 0.33
Cb'~dler Circular Ckc~lau~
Plus E~- 0.62 Plus E~ 0.54 ~ua El- 0.50
IJp~ Jlpt~
~08 9 1.22 0.73 I~ 0,49 10 1.08 0.65 In~ 0.43 1~* 0.~9 0,59 I~ 0.4~
~us EL 0.73 ~us El- 0.65 ~us EJ- 0.59
IIp~ ~ I[p~ ~ IIp~
114 ~ ............ ' ..... ~ ......
120 ~ ............ ' ..... ~ ............
126 ~ ............ ~ .....
132 ~ ............ ~ ......
138 ~ ............ ~ ......
~ Fo¢ rnoOtfle~ o~ spec~aJ C~gna see 7.2 ~ win ~e perm~s~ ot tr~e owner udlize ~ proviSmn~ of SPeOflca~on C 855. Stee~ a,-ea~ may be Interpreted betwee~
Lqoae stx3wn fO~ var~a6o~s in 6ia,meter, ~-u~a3g, ~ w~ ~. ~ over 96 In. ~ dl~t~ ~ ~ ~ ¢¢~ ~ ~ ~ ~ ~J~ ~us ~ ~lp~ ~ge.
a F~ ~ ~s ~ ~. ~ ~ ~ s~ ~f~nl is s~. ~ ~ ~ate s~ ~ ~t~ ~ ~ mln~ s~ s~fl~ for
~1~ ~ ot ~ulv~t d~ ~ S~ C 14.
c ~ ~ ~e to ~ r~ ~ ~ ~ ~ ~ ~ges ~e r~f~t ~y ~ ~ ~ ~ ~ ~ of ~ f~l~ m~s:
~~.~r~t~,~l~[~ealn ~.~1~[~O'~f~w~8~0'20f~w~C'
~f C 76
TABLE 4 Design Requirements for Claes IV Relnfgrced Concrete Pipe'~
NOTE-'-"~ SecUon 5 lot basis of a~pt~ s~fl~ by ~e owner.
~e streng~ test r~ulmments In ~und~to~ ~ line~ l~t of pl~ ~der the thr;; ;dg~ng meth~ sh~ ~ either the D-load (test ~sd ex~e~ In
~unds4or~ ~r linear f~t ~r f~t of dismeter) to ~ a 0,01-in. ~ack, or ~e O-loads to p~u~ ~e 0,0lAn. ~8~ ~d ~e ultimate Io~ as s~fl~ ~w.
muitlpll~ by the Internal dl~eter of the pi~ In f~t.
Oqoed to p~u~ a 0.01qn. ~ck 2000
D~oad to pr~u~ the ultimate load A 3000
Reinforcement, In,a/linear ft of pipe wail
Wail A Wall B Wail C
Internal Concrete $tmngb~, 5000 psi Concrete Strength. 4000 psi Concrete Strengti~. 4000 psi
Designated Circular
Diameter. Circular Circular Elliptical
in. Wail Reinforcement · Elliptical Wall Reinforcementa Elliptical Wall Reinforcementa
TimicO<ness, Reinforce- Thickness. Reinforce- Thickness, Reinforce-
in. Inner Out~ meatc in. Inner Outer rnentC In. inner Outer mentC
Cage Cage Cage Cage Cage Cage
12 1~ 0,15 ...... 2 0.07 ...... 2~4 0,07° ......
15 1~ 0.16 ...... 2¼ 0,10 ...... 3 0,07
18 2 0.17 ... 0.15 2~,~ 0.14 ., .. 0,11 3¼ 0.07° ,-., 0.070
21. 2¼ 0,23 ... 0.21 2% 0.20 ,.. 0.17 3~ 0,07° 0.070
24 2~ 0,29 .., 0.27 3 0.27 ,.. 0.23 3~ 0.07 (~.~ 0.08
27 2% 0,33 ,,. 0.31 3¼ 0.31 ,,. 0.25 4 0.08 0.07 0.09
30 23~ 0,38 ,.. 0.35 3~ 0,35 0,28 4¼ 0.09 0.07 0.10
33 a ......... 33~ 0,27 (~.~ 0,30 4~ 0.11 0.07 0.12
36 ~ ......... 4 0.30 0.18 0.33 4~ 0A4 0.08 0.15
42 ,~ ......... 41/~ 0.35 0.21 0.39 5¼ 0.20 0.12 0.22
48 A ......... 5 0,42 0.25 0.47 53~ 0.26 0.16 0.29
54 x ......... 5~,~ 0.50 0.30 0.55 6¼ 0.34 0.20 0.38
Com3'ete Strange, 5000 psi
80 ,~ ...... 6 0,59 0.35 0.66 6~ 0,41 0.25 0.46
86 ~ ...... 6~ 0.69 0.41 0.77 7¼ 0.51 0.31 0.57
Concrete System, 5000 p~
72 '~ 7 0.79 0.47 0.88 7~ 0.61 0.37 0.88
...... 8¼ 0.71 0.43 0.79
78 x ~ .........
... x . ..... 8~ 0.85 0,51 0,94
84 ~ .., '" ~ ..,
90 '~ ... ' ..... ,~ .........
98 '~ ~' ......
102 ~ ,., ' · ' ' ' '
108 ~ ·.. ' ' · ' ' ' ,~ ,. ·
114 '~ ..- "' ' ..... ,~ ...
120 ~ ... "' ' ..... ~ ...
128 ~ ...... ' .....
132 '~ ... "' ' ..... ,~ ,. ·
138 ~ ...... ' ..... ,~ . -.
~ FO~ rr,~e~ o~ sbec~ai de~ns see 7.2 ~' wtLh t/~ permL.~N~ of t~e own~ utilize t~e p~ovlslone of Spectltcaflo~ C 855. Steel a~ea~ may be late ~.~_~,t~ betwee,,
U'~cee s~3wn f~- va.,'iaUo~s b~ diameter.._~_d!ng, ~ w~ ~. PI~ ov~ 96 In. In dl~t~ ~ ~ve ~ ~ ~ ~ ~ ~ ~ ~us ~e ~lp~ ~ge.
a ~ ~ Nt~a~e lo d~ns r~ ~m ~ ~ ~ ~ ~ ~e r~f~l may ~ ~ ~ ~ ~ ~ of ~ f~ ~:
~ts f~ ~g
F~ Wal C, Jn Nz~ 24 Io ~ ~., a ~ ~J~ ~ ~ ~ ~ea ~t ie~ m~ the sum al ~ s~ i~ ~ ~ ~ r~f~t ~.
c Ellipt~ ~ q~t St~ must ~ ~ ~ ~ ~ ~ of ~ r~s, ~m, ~ o~ ~m~e ~s ~ ~ ~ ~ ~'
owner any deviations from the requirements of 7.1. The
descriptions of modified or special designs shall include the
wail thickness, the concrete strength, and the area, type,
placement, number of layer~, and strength of the steel
reinforcement.
7.2.3 The manufacturer shall submit to the owner proof of
the adm:luacy of the proposed modified or special design.
Such proof may comprise the submission of certified three-
edge-bearing tests already made, which are acceptable to the
owner or, if such three-edge-bearing te~ts are not available or
acceptable, the manufacturer may be required to perform
proof tests on sizes and classes selected by the owner to
demonstrate the adequacy of the proposed design.
7.2.4 Such pipe must meet all of the test and performance
requirements specified' by the owner in accordance with
Section 5.
7.3 Area--In this specification, when the word area is not
described by adje~ves, sucl~ as cross-sect/on or ~inglc wire, it
shall be undemood to be thc cro~secdonal area of rein-
forcement per unit lengths of pipe.
~ C 76
TABLE 5 Design Requirements for Class V Relnf(~tced Cdncrete Pipe'~
NOTe--See Section 5 tot basis of acceptance sPeOfleci by the ~wner.
The strength test requirements in x~unds-force pe~ I~neer loot of p~pe under the three cdge-beartng method shall be either the D-load (test load expressed in
pounds-lores per Ilneer foot per foot of diameter) to produce a 0.01-In, crack, or the D.Ioads to produce the 0,01-tn. creek and the ultimate load es sPeOfled below,
multiplied by the Internal diameter of the pipe Jn feet.
D-4oad to produce a 0,01-in. crack 3000
D-load to prociuce the ultimate load ~ 3750
Reinforcement, In?/llneer ft of pipe wall
Wail A Wail B Wail C
Internal Concrete Strength, 6000 psi Concrete Strength, 6000 psi Conarete Strength, 6000 psi
Designated Circular
Diameter, Circular Circular
In. Well Reinforcement a Elliptical Wall Rainforcamenta E[liptioal Wail Reinforcementa
Thickness, Reinforce- Thickness, Relntorce- Thickness,
In. Inner Outer rnant¢ in. inner Cuter mentc In. Inner Cuter
Cage C,~ge Cage Cage Cage Cage
2¥4 0.07° ,, ·
ElllptioaJ
Rein/orce-
metltc
12
15
18
21
24
27
3O
33
36
42
48
54
60
66
72
78
84
90
96
102
108
114
120
125
132
138
144
2 0.10 .,.
2V.~ 0.14 .'..
2V2 0.19 ...
2~,, 0.24 ..,
3 0.30 · ·,
3V4 0.38 0.23
31/2 0,41 0.25
33/4 0,46 0.28
4 0.50 0.30
4V~ 0.60 0.36
5 0.73 0.44
0.21 31/2
0.24 3¥4
0,42 4
0.46 41/4
0.51 41/2
0,56 4¥4
0.67 5V4
0.81 5¥*
6¥4
7¥*
0.07c' ......
0.10 ......
0.10 -
0.14 0.08 0.16
0,23 0,14 0,25
0.27 0.16 0.30
0.36 0,22 0.40
0.47 0.28 0.52
0.58 0.35 0.64
0.70 0,42 0.78
0,84 0,50 0,93
0.99 0,59 1.10
or special Oeslgns see 7,2 or wt~ me permission o1 the owner utilize the ~ovlaione ot SPeOf~ce6~x~ C 855. Steel ereae may be Interpreted be[ween
'~ For mod~tied
those shown for variations In cilan'~tar, loading, or wail tr~..Xness. Pipe over 96 In. In dieter shNI have ~o Sro ,~ ~gee ~ ~ I~ dr~l~ ~us ~ allp~ ~ge.
o F~ t~se desks ~ size, ~ m~um ~a~ st~ r~f~ent la s~fl~.
8. Reinforcement
8.1 Circumferential Reinforcemem--A line of circumfer-
ential reinforcement ~'or any given total area may be com-
posed of two layers for pipe with wall thicknesses of less than
7 in. or three layers for pipe with wall thicknesses of 7 in. or
greater. The layers shall not be separated by more than the
thickness of one longitudinal plus ~/~ in. The multiple layers
shall be fastened together to form a single cage. All other
specification requirements such as laps, welds, and tolerances
of placement in thc wall of thc pipe, etc., shall apply to this
rnetlloO of fabricating a linc o£ rcinforccmcnt.
8,1,1 Where one line of circular reinforcement is used, it
shall be placed from 35 to 50 % of the wall thickness from
the inner surface of the pipe, except that for wall thicknesses
less than 2V: in., the protective cover of the concrete over the
circumferential reinforcement in the wall of the pipe shall be
¥, in.
8.1.2 In pipe having two lines of circular reinforcement,
each line shall be so placed that the protective covering of
concrete over the circumferential reinforcement in the wall
of thc pipe shall be I in.
8.1.3 In pipe having elliptical reinforcement with wall
thicknesses 2V2 in. or greater, the reinforcement in the wall
of the pipe shall be so placed that the protective covering of
concrete over the ch-cumferential reinforcement shall be i in.
from the inner surface of the pipe at the vertical diamete.
and i in. from the outer surface of the pipe at the horizontal
diameter. In pipe hav/ng ell/pti(al reinforcement with wall
thicknes.se~ less than 2~h in., the protective covehng of the
NOTE l~The tOtnl reinforcement area (Asi) of the inner cage plus'the quadrant
mat In Quadrants 1 and 2 shaJI not be less than that speC~fiad for the inner cage in
Tables 1 to 5.
NOTE 2--Th~ total reintoccemant area (Aso) of the outer cage plus the quadrant
mat in Quadrants 3 and 4 st'~l not be iess than that specified for the outer cage in
Tables 1 to 5.
NOTE 3--The reinforcement area (A's0 of the Inner cage in Quadrants 3 and 4
ar, ell be not ieee than 25 % of that spec~ad for the inner cage in Tabtea I to 5.
NOTE 4--The reinforcement area (A'so) ot the outer cage in Quadrants I and 2
sha~l be not less than 25 % of that spectfle~ loc the outer cage in Tables 1 to 5.
NOTE 5--if ~ reinforcement area (A'so) ot the outer cage in Quadrants 1 or 2 Is
~sa than 50 % of that speeded for the outer cage in T"~3Jea I to 5, t~e quadrant
mats used for tt~e outer cage in Quadrants 3 and 4 s~ail extand Into Quadrant 1
and 2 not tess than a distance equaJ to ttm wail thickness aa specified in Tables 1
to 5,
FIG. 1 Quadrant Reinforcement
concrete shall be 3/4 in. at the vertical and horizontal
diameters.
8.1.4 The location of the reinforcement shall be subject to
the permissible variations in dimensions given in 12.5.
8.1.5 The spacing center to center of circumferential
reinforcement in a cage shall not exceed 4 in. for pipe up to
and including pipe having a 4-in. wall thickness nor exceed
the wall thickness for larger pipe, and shall in no case exceed
6 in.
8.1.6 Where the wall reinforcement does not extend into
the joint, the maximum longitudinal distance to the last
circumferential From the inside shoulder of the bell or the
shoulder of the spigot shall be 3 in. except that if this distance
exceeds one-half the wail t~ickness, the pipe wall shall
contain at least a total reinforcement area of the minimum
specified area per linear foot times the laying length of the
pipe section. The minimum cover on the last circumferential
neat the spigot shoulder shall be 7: in.
8.1.6.1 Where reinforcement is in the bell or spigot the
minimum end cover on the last circumferential shall be 7: in.
in the bell or '/4 in. in the spigot.
8.1.7 The continuity of the circumferential reinforcing
steel shall not be destroyed during the manufacture of the
pipe,' except that when agreed upon by thc owner, lift eyes or
holes may be nrovided in each pipe fc.r the purpose of
handling.
8. l.g If splices are not welded, the reinforcement shall be
lapped not less than 20 diameters for deformed bars and
deformed cold-worked wire, and 40 diamcter~ for plain bars
76
and cold-drawn wire. In addition, where lapped cages of
welded-wire fabric are used without welding, the lap shall
contain a longitudinal wire.
8.1.8.1 When splices are welded and are not lapped to the
minimum requirements above, pull tests of representative
specimens shall develop at least 50 % of the minimum
specified strength of the steel, and there shall be a minimum
lap of 2 in. For butt-welded splices in bars or wire, permitted
only with helically wound cages, pull tests of representative
specimens shall develop at least 75 % of the minimum
specified strength of the steel.
8.2 Longitudinal Reinforcement--Each line of circumfer-
ential reinforcement shall be assembled into a cage that shall
contain sufficient longitudinal bars or members, to maintain
the reinforcement in shape and in position within the form
to comply with permissible variations in 8.1. The exposure of
the ends of longitudinals, stirrups, or spacers that. have been
used to position the cages during the placement of the
concrete shall not be a cause for rejection.
8.3 Joint Reinforcement--The length of the joint as used
herein means the inside length of the bell or the outside
length of the spigot from the shoulder to the end of the pipe
section. The end distances or cover on the end circumferen-
tial shall apply to any point on the circumference of the pipe
or joint. When convoluted reinforcement is used, these
distances and reinforcement areas shall be taken from the
points on the convolutions closest to the end of the pipe
section. Unless otherwise permitted by the owner, the
following requirements for joint reinforcement shall apply.
8.3.1 Joint Reinforcement for Non-Rubber Gasket Joints:
8.3.1.1 For pipe 36 in. and larger in diameter, either the
bell or spigot shall contain circumferential reinforcement.
This reinforcement shall be an extension of a wall cage, or
may be a separate cage of at least the area per foot of that
specified for the outer cage or one-half of that specified for
single cage wall reinforcement, whichever is less.
8.3.1.2 Where bells or spigots require reinforcement, the
maximum end cover on the last circumferential shall be
one-half the length of the joint or 3 in., whichever is less.
8.3.2 Joint Reinforcement for Rubber Gasket Joints:
8.3.2.1 For pipe 12 in. and larger in diameter, the bell
ends shall contain circumferential reinforcement. This rein-
forcement shall be an extension of the outer cage or a single
wall cage, whichever is leas, or may be a separate cage o'.' at
least the same area per foot with longitudinals as required in
8.2. If a separate cage is used, the cage shall extend into the
pipe with the last circumferential w~re at least one in. past the
inside shoulder where the pipe barrel meets the bell of the
joint.
8.3.2.2 Where bells require reinforcement, the maximum
end cover on the last circumferential shall be 1~/: in.
9. Joints
9.1 The joints shall be of such design and the ends of the
concrete pipe sections so formed that the pipe can be laid
together to make a continuous line of pipe compatible with
the permissible variations given in Section 12.
I0. Manufacture
10.1 Mixture--The aggregates shall be sized, graded.
proportioned, and mixed with such proportions of
described in the Test Methods C 497 shall be not less than
that prescribed in Tables I to 5 for each respective class of
pipe. Pipe that have been tested only to the formation of a
0.01-in. crack and that meet the 0.01-in. crack load require-
ments shall be accepted for use. Three-edge-beating test to
ultimate load is not required for any class of pipe 60 in. or
less in diameter listed in Tables I through 5 provided all
other requirements of this specification are met.
NOTE 3--As used in this specification, the 0.01-in. crack is a test
criterion for pipe tested in the three-edge-beahng te~t and is not intended
as an indication ofover~tres,sed or failed pipe under installed conditions.
li .3,2 Retests of Pipe Not Meeting the External Load
Crushing Strength Requirements--Pipe shall be considered
as meeting the strength requirements when all test specimens
conform to the strength requirements. Should any of the test
specimens fail .to meet the strength requirements, the manu-
facturer shall be allowed a retest on two additional specimens
for each specimen that failed, and the pipe shall be accept-
able only when all of the retest specimens meet the strength
requirements.
11.4 Concrete Strength:
11.4.1 Compressive Strength--Compression tests for sat-
isfying the design concrete strength may be made on either
standard rodded concrete cylinders or cylinders compacted
and cured in like manner as the pipe, or on cores drilled
from the wall of the pipe, If cylinder~ are tested, they shall be
tested in accordance with Test Method C 39. The average
compressive strength of all cylinders tested shall be equal to
or greater than the design strength. Nol more than 10 % of
the cylinders tested shall fall below the design strength. In no
case shall any cylinder tested fall below 80 % of the design
strength. If cores are cut from the wall of the pipe and tested
they shall be cut and tested in accordance with the require-
ments of Methods C 497. The compressive strength of each
core tested shall be equal to or greater than the design
strength of the concrete. If a core does not meet the required
strength, another core from the same pipe may be tested. If
this core does not meet the required strength, that pipe shall
be rejected. Additional tests shall be made on other pipe to
determine the acceptability of the lot. When the cores cut
from a section of pipe successfully meet the strength require-
ment, the core holes shall be plugged and sealed by the
manufacturer in a manner such that the pipe section will
meet all of the requirements of this specification. Pipe
sections, so sealed shall be considered as satisfactory for use.
11.4.2 Absorption--The absorption of a sample from the
wall of the pipe, as determined in accordance with Methods
C 497, shall not exceed 9 % of the dry mass for Method A or
8.5 % for Method B. Each Method A sample shall have a
minimum mass of 0.1 kg, shall be free of visible cracks, and
shall represent the full wall thickness of the pipe. When the
initial absorption sample from a pipe fails to conform to this
specification, the absorption test shall be made on another
sample from the same pipe and the results of the retest shall
be substituted for the original test results.
11;4.3 Retests of Pipe--When not more than 20 % ofthe
concrete test ~!m:cimen$ fail to pa.~ the requirements of the
specification, the manufacturer may cull his stock and may
eliminate whatever quantity of pipe he de=ires and must so
mark those pipe that they will not be shipped. The required
tests shall be made on the balance of the order and the pipe
C76
shall be accepted4f they conform to the requirements of this
specification.
11.5 Test Equipment--Every manufacturer furnishing
pipe under this specification shall furnish all facilities and
personnel necessary to carry out the tests described in
Methods C 497.
12. Permissible Variations
12.1 Internal Diameter--The internal diameter of 12 to
24-in. pipe shall vary not more than +1.5 % from the design
diameter. The internal diameter of 27-in. and larger pipe
shall not vary from the design diameter by more than _+ 1%
of the design diameter or +3/8 in., whichever is greater.
12.2 Wall Thickness--The wall thickness shall not vary
more than shown in the design or specified wall by more
than -+5 % or 3A6 in., whichever is greater. A specified wall
thickness more than required in the design is not cause for
rejection. Pipe having localized variations in wall thickness
exceeding those specified above shall be accepted if the
three-edge-bear/ng strength and minimum steel cover re-
quirements are met.
12.3 Length of Two Opposite Sides--Variations in the
laying length of two opposite sides of the pipe shall not be
more than 1/4 in. for all sizes through 24-in. internal
diameter, and not more than 78 in./ft for all sizes larger with
a maximum of 5/8 in. in any length of pipe through 84-in.
internal diameter, and a maximum of 3/4 in. for 90-in.
internal diameter or larger, except where beveled end pipe
for laying on curves is specified by the owner.
12.4 Length of Pipe--The underrun in length of a section
of pipe shall not be more than 78 in./ft, with a maximum of
72 in. in any length of pipe. Regardless of the underrnn or
overrun in any section of the pipe, the end cover require-
ments of Sections 8 and 12 shall apply.
12.5 Position or Area of Reinforcement:
12.5.1 Position--The maximum variation in the position
of the reinforcement shall be + 10 % of the wall thickness or
-+% in., whichever is greater. Pipe having variations in the
position of the reinforcement exceeding those specified
above shall be accepted if the three-edge-bearing strength
requirement~ obtained on a representative specimen are met.
In no case, however, shall the cover over the circumferential
reinforcement be le~ than V4 in. as measured to the end of
the spigot or 72 in. as measured to any other surface. The
preceding minimum cover limitations do not apply [o
mating surfaces of nonrubber gasket joints or gasket grooves
in rubber gasket joints. If convoluted reinforcement is used,
the convoluted circumferential end wire may be at the end
surface of the joint providing the alternate convolutions have
at least I in. cover from the end surface of the joint.
12.5.2 Area of Reinforcement--Reinforcement will be
considered as meeting the design requirements if the area,
computed on the basis of nominal area of the wire or bars
used, equals or exceeds the requirements of 7.1 or 7.2. Actual
area of the reinforcing used may vary from the nominal area
according to permissible variations of the standard specifica-
tions for the reinforcing. When inner cage and outer cage
reinforcing is used. the inner cage nominal area may vary to
the lower limit of 85 % of the elliptical nominal area and the
outer cage nominal area may vary to the lower limit of 51%
of the elliptical nominal area provided that the total nominal
area of the inner cage plus the outer cage shall not vary
beyond the lower limit of 140 % of the elliptical nominal
area.
13. Repairs
13.1 Pipe may be repaired, if necessary, because of
imperfections in manufacture or damage during handling
and will be acceptable if, in the opinion of the owner, the
repaired pipe conforms to the requirements of this specifica-
tion.
14. Inspection
14.1 The quality of materials, the process of manufacture,
and the finished pipe shall be subject to inspection and
approval by the owner.
15. Rejection
15.1 Pipe shall be subject to rejection on account of
failure to conform to any of the specification requirements.
Individual sections of pipe may be rejected because of any of
the following:
15.1.1 Fractures or cracks passing through the wall, except
for a single end crack that does not exceed the depth of the
joint.
15.1.2 Defects that indicate proportioning, mixing, and
molding not in compliance with 10.1 or surface defects
indicating honey-combed or open texture that would ad-
versely affect the function of the pipe.
76
15.1.3 THe end~ of the pipe are not normal to the wall
and center line of the pipe, within the limits of variation.
given in 12.3 and 12.4.
15.1.4 Damaged or crocked ends where such damage
would prevent making a satisfactory joint.
15.1.5 Any continuous crack having a surface width of
0.01 in. or more and extending for a length of 12 in. or more,
regardless of position in the wall of the pipe.
16. Marking
16.1 The following information shall be legibly marked
on each section of pipe:
16.1.1 The pipe class and specification designation,
l 6.1.2 The date of manufacture,
16.1.3 The name or trademark of the manufacturer, and
16.1.4 Identification of plant.
16.2 One end of each section of'pipe with elliptical or
quadrant reinforcement' shall be clearly marked during the
process of manufacturing or immediately thereafter, on the
inside and the outside of opposite walls along the minor axis
of the elliptical reinforcing or along the vertical axis for
quadrant reinforcing.
16.3 Markings shall be indented on the pipe section or
painted thereon with waterproof paint.
17. Keywords
17.1 circular pipe; culvert; D-load; pipe; reinforced con-
crete; sewer pipe; storm dra/n
The American Society lor Tasting and Matariala takes no position respect!nh the valldtty of any pazant rlght~ asserted in connection
with any item mentioned in this standatd~ U~ers of this standard ate expressly a~lvlsed that determination el lha vail(lily of any sucl~
patent rtghts, anrJ the risk el lnfrlt~gamenl of such rights, are entirely the~? own responaltfliilty,
This standard I~ SuOJect to revision at any time t~y the responsible technical committee and mu.~t De reviewed every five yeats and
1! not revised, el!bar reepptoved or withdrawn. Your comments are Invited either for revision of tflla star. lard or for additional standards
and shoul'~ be addle&sad to ASTM Headquarters. Your commanta will receive careful consldetatlotl at a meeting of the responsible
technical committee, which you may attend. If you feel that your commenta have not recelveci a fair fleeting y~u should make your
views known to the ASTM Committee on Standards, 1916 Race St., Philadelphia, PA 19103.