3341R_92

Designation: A 796/A 796M – 06

Standard Practice for

Structural Design of Corrugated Steel Pipe, Pipe-Arches, and Arches for Storm and Sanitary Sewers and Other Buried Applications1 This standard is issued under the fixed designation A 796/A 796M; the number immediately following the designation indicates the year of original adoption or, in the case of revision, the year of last revis revision. ion. A number in parentheses parentheses indicates the year of last reapproval. reapproval. A superscript epsilon (´) indicates an editorial change since the last revision or reapproval. This standard has been approved for use by agencies of the Department of Defense.

1. Sco Scope* pe*

2. Referenc Referenced ed Documents 2.1 ASTM Standards: 2 A 760/A 760M Spec Specific ificatio ation n for Cor Corrug rugated ated Stee Steell Pip Pipe, e, Metallic-Coated for Sewers and Drains A 761/A 761M Specific Specificatio ation n for Cor Corrug rugated ated Ste Steel el Str Strucuctural tur al Pla Plate, te, Zin Zinc-C c-Coat oated, ed, for Fie Fieldld-Bol Bolted ted Pip Pipe, e, Pip PipeeArches, and Arches A 762/A 762M Spec Specific ificatio ation n for Cor Corrug rugated ated Stee Steell Pip Pipe, e, Polymer Precoated for Sewers and Drains A 798/A 798M Practice for Installing Factory-Made Corrugated Steel Pipe for Sewers and Other Applications A 807/A 807M Pra Practice ctice for Inst Installin alling g Corr Corruga ugated ted Stee Steell Structural Plate Pipe for Sewers and Other Applications A 902 Terminology Relating to Metallic-Coated Steel Products A 978/A 978M Specificatio Specification n for Compo Composite site Ribbed Steel Pipe, Precoated and Polye Polyethylen thylene-Line e-Lined d for Gravity Flow Sanitary Sewers, Storm Sewers, and Other Special Applications A 1019/A 1019M Specifica Specification tion for Clos Closed ed Rib Ste Steel el Pip Pipee with wi th a Di Diam amete eterr of 36 in in.. [9 [900 00 mm mm]] or Le Less ss,, Po Poly lyme merr Precoated for Sewers and Drains A 1042/A 1042M Specification Specification for Compo Composite site Corru Corrugated gated Steel Pipe for Sewer and Drains D 698 Test Method for Laboratory Compaction Characteristics of Soil Using Standard Effort (12 400 ft-lbf/ft 3[600 kN·m/m3]) D 1556 Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method D 2167 Test Method for Density and Unit Weight of Soil in Place by the Rubber Balloon Method D 2487 Classifi Classificati cation on of Soi Soils ls for Eng Engine ineerin ering g Pur Purpos poses es (Unified Soil Classification System) D 2922 Tes Testt Me Meth thod odss fo forr De Dens nsit ity y of So Soil il an and d So Soil il-Aggregate in Place by Nuclear Methods (Shallow Depth)

1.1 This practice covers covers the structu structural ral design of corrugated steel pipe and pipe-arches, ribbed and composite ribbed steel pipe, ribbed pipe with metallic-coated inserts, closed rib steel pipe, composite corrugated steel pipe, and steel structural plate pipe, pipe-arches, and underpasses for use as storm sewers and sanitar san itary y sew sewers ers,, and oth other er bur buried ied app applica licatio tions. ns. Rib Ribbed bed and composite ribbed steel pipe, ribbed pipe with metallic-coated inserts, closed rib steel pipe, and composite corrugated steel pipe pi pe sh shall all be of he helic lical al fa fabr brica icatio tion n ha havi ving ng a co cont ntin inuo uous us lockseam lock seam.. Thi Thiss pra practic cticee is for pipe ins install talled ed in a tre trench nch or embank emb ankmen mentt and subjected subjected to ear earth th loa loads ds and live loa loads. ds. It mustt be rec mus recogn ognized ized that a bur buried ied corrugat corrugated ed ste steel el pip pipee is a compos com posite ite structure structure made up of the stee steell rin ring g and the soi soill envelope, and both elements play a vital part in the structural desig de sign n of th this is ty type pe of st stru ructu cture re.. Th This is pr pract actice ice ap appl plies ies to structures installed in accordance with Practice A Practice A 798/A 798M or A or A 807/A 807M. 1.2 Corru Corrugated gated steel pipe and pipe-arches pipe-arches shall be of annular fabrication using riveted or spot-welded seams, or of helical fabrication having a continuous lockseam or welded seam. 1.3 Structu Structural ral pla plate te pip pipe, e, pip pipe-a e-arch rches, es, und underp erpass asses, es, and arches are fabricated in separate plates that, when assembled assembled at the job site by bolting, form the required shape. 1.4 This specification specification is applicable to design in inch-pound inch-pound units as A 796 or in SI units as A 796M. Inch-pound units and SI units are not necessarily equivalent. SI units are shown in bracke bra ckets ts in the text for clarity clarity,, but they are the app applica licable ble values when the design is done per A 796M. 1.5 This standar standard d doe doess not purport purport to add addre ress ss all of the safet sa fetyy co conc ncer erns ns,, if an anyy, as asso socia ciate ted d wi with th its us use. e. It is th thee responsibility of the user of this standard to establish appro priate safety and health practices and determine the applicability of regulatory limitations prior to use. 1

This practice is under the jurisdiction of ASTM Committee A05 on MetallicCoated Iron and Steel Products and is the direct responsibility of Subcommittee A05.17 on Corrugated Steel Pipe Specifications. Curren Cur rentt edi editio tion n app approv roved ed May 1, 200 2006. 6. Pub Publis lished hed Jun Junee 200 2006. 6. Ori Origin ginall ally y approved in 1982. Last previous edition approved in 2004 as A 796/A 796M-04a.

2

For refere referenced nced ASTM stand standards, ards, visit the ASTM webs website, ite, www www.ast .astm.org m.org,, or contact ASTM Customer Service at [email protected]. For Annual Book of ASTM Standards volume information, refer to the standard’s Document Summary page on the ASTM website.

*A Summary of Changes section appears at the end of this standard. Copyright © ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States.

1

A 796/A 796M – 06 D 2937 Test Test Method Method for Density Density of Soil in Plac Placee by the Drive-Cylinder Method Standard: 2.2 AASHTO Standard: Standard Stand ard Specific Specifications ations for Highw Highway ay Bridge Bridgess 3 2.3 FAA Standard: AC No. 150/5320–5B 150/5320–5B Advis Advisory ory Circular, Circular, “Airpo “Airport rt Drainage,” age ,” Dep Departm artment ent of Tr Trans anspor portati tation, on, Fed Federa erall Avia viation tion Administration, 19704

Type 38 = 48 000 lbf/in.2[330 MPa] For 15 by 151 ⁄ 2 –in. [380 by 140–mm] and 16 by 6–in. [400 by 150–mm] corrugations = 55 000 lbf/in.2[380 MPa] For all other corrugations = 45 000 lbf/ in.2[310 MPa]

f c h

3. Terminology Definitions tions—For definitions 3.1 General Defini definitions of gener general al terms used in this practice, refer to Terminology A 902. 902 . For definitions of terms specific to this standard, refer to 3.2 3.2.. 3.2 Definitions of Terms Specific to This Standard: 3.2.1 bedding, n—the earth or other material on which the pipe is laid, consisting of a thin layer of imported material on top of the in situ foundation. 3.2.2 haunch, n—th —thee po port rtio ion n of th thee pi pipe pe cr cros osss se secti ction on between the maximum horizontal dimension and the top of the bedding. 3.2.3 invert , n —the lowest portion of the pipe cross section; also, the bottom portion of the pipe. 3.2.4 pipe, n —a conduit having a full circular shape, or in a general context, all structure shapes covered by this practice. 3.2.5 pipe-arch, n—a pipe shape consisting of an approximate semi-circular semi-circular top portion, small radius corners, corners, and large radius invert. 3.2.6 arch, n—a pipe shape that is supported on footings and does not have a full metal invert.

H H min H max I

(IL) (IL) k

L1 , L2 , L3 (LL) (L L) P Pc P f r r c Rn

4. Symb Symbols ols

R f

4.1 The symbols symbols use used d in thi thiss pra practic cticee hav havee the followin following g significance:

r l S s (SF) (SS) (S S) T T f w

= req requir uired ed wal walll are area, a, in.2 /ft [mm 2 /mm] A (AL) = maximum maximum highway highway design design axle load, load, lbf [N] C l = lon longit gitudi udinal nal live live load distrib distributi ution on factor factor for pipe pipe arches = depth of corru corrugation gation,, in. [mm] d = mod modulu uluss of of elast elasticit icity y = 29 by 106 lbf/in.2 [200 by E 3 10 MPa] (EL) (E L) = ear earth th lo load ad,, lbf lbf/f /ftt2 [kPa] (FF)) = flex (FF flexibi ibility lity facto factorr, in./lbf in./lbf [mm [mm/N] /N] f y = specifi specified ed minimu minimum m yield streng strength th

f

For 6 by 2–in. [150 by 50–mm] corrugation Type 33 = 33 000 lbf/in.2[225 MPa] Type 38 = 38 000 lbf/in.2[260 MPa] For 15 by 51 ⁄ 2 –in. [380 by 140–mm] and 16 by 6–in. [400 by 150–mm]] corrug 150–mm corrugations ations = 44 000 lbf/in lbf/in..2[300 MPa] For all other corrugations = 33 000 lbf/in.2[225 MPa]

f u

= critical buck buckling ling stress, lbf/in lbf/in..2 [MPa] = height of cover cover,, in. [mm] determ determined ined as follows: (1) highways—from top of pipe to top of rigid pavement, or to top of subgrade for flexible pavement; (2) railways—top of pipe to bottom of tie = dep depth th of fill abo above ve top of pip pipe, e, ft [m] = min minimu imum m dep depth th of fill, ft [m] = max maximu imum m dep depth th of fill fill,, ft [m] = moment moment of iner inertia tia of cor corrug rugated ated sha shape, pe, in.4 / in. [mm4 /mm] (see (see Tables Tables 2-35) 2-35 ) = pre press ssu ure fr from om im imp pac actt lo load ad,, lb lbff/f /ftt 2 [kPa] = soi soill stif stiffne fness ss fac factor tor = 0.2 0.22 2 for goo good d sid side-fi e-fill ll material compacted to 90 % of standard density based on Test Method D 698 = loaded length lengths, s, in. [mm] define defined d in 18.3 in 18.3 = pres pressu sure re fr from om li live ve lo load ad,, lb lbf/ f/fft 2 [kPa] = total design load or pressu pressure, re, lbf/ft2 [kPa] 2 = corner press pressure, ure, lbf/f lbf/ftt [kPa] = factor factored ed crown press pressure, ure, lbf/ft2 [kPa] = radius radius of gyr gyratio ation n of cor corrug rugatio ation, n, in. [mm [mm]] (see Tables (see Tables 2-35) 2-35) = corner radiu radiuss of pipepipe-arch, arch, in. [mm] = nominal nominal res resista istance nce for each limi limitt stat state, e, lbf lbf/ / ft [kN/m] = factored factored res resist istanc ancee for each limi limitt stat state, e, lbf lbf/ / ft [kN/m] = radiu radiuss at cro crown, wn, in. [mm [mm]] = pipe dia diamete meterr or spa span, n, ft [m] = pipe dia diamete meterr or spa span, n, in. [mm [mm]] = safety factor = requ requir ired ed se seam am st stre reng ngth th,, lb lbf/ f/ft ft [k [kN/ N/m] m] = thrust thrust in pip pipee wal wall, l, lbf lbf/ft /ft [kN [kN/m] /m] = factored thrus thrustt in pipe wall, lbf/f lbf/ftt [kN/m [kN/m]] = unit unit for force ce der derive ived d fro from m 1 ft3 [1 m3] of fill mater mat erial ial ab abov ovee th thee pi pipe pe,, lb lbf/ f/ft ft3 [kN/m3]. When actual fill material is not known, use 120 lbf/ft3 [19 kN/m3] = res resista istance nce fac factor tor

5. Basis of Design Design 5.1 The safety factors factors and other specific quantitative quantitative recomrecommendations menda tions herein repres represent ent gener generally ally accepte accepted d desig design n practice. The design engineer should, however, determine that these recommendati recomm endations ons meet particu particular lar projec projectt needs.

= specifi specified ed minimum minimum tensile streng strength th

5.2 This practice is not applica applicable ble for long-span structural structural plate pipe or other multi-radius shapes not described herein. Such structures require additio additional nal design considerations considerations for both the pipe and the soil envelope. In addition to meeting all other design requirements given herein, the maximum diameters or spans for structures designed by this practice are as follows:

For 6 by 2–in. [150 by 50–mm] corrugation Type 33 = 45 000 lbf/in.2[310 MPa]

3

Availab Av ailable le from American Association Association of State Highway and Tra Transport nsportation ation Officials (AASHTO), 444 N. Capitol St., NW, Suite 249, Washington, DC 20001. 4 Availab Av ailable le from Supe Superinten rintendent dent of Docum Documents, ents, U.S. Gover Government nment Printi Printing ng Office, Washington, DC 20402. Publication No. SN-050-007-00149-5.

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A 796/A 796M – 06 TABLE TA BLE 1 Resista Resistance nce Factors for LRFD Design Type of Pipe

Resistance Factor, f

L i m i t St at e

Helical pipe with lock seam or fully welded seam

Minimum wall area and buckling

1 .0 0

Annular pipe with spot-welded, riveted, or bolted seam

Minimum wall area and buckling Minimum seam strength

1 .0 0 0 .6 7

Structural plate pipe

Minimum wall area and buckling Minimum seam strength

1 .0 0 0 .6 7

S ha p e pipe, arch pipe-arch, underpass

6.2.3 Impact Loads —Loads caused by the impact of moving traffic are important only at low heights of cover. Their effects have been included in the live load pressures in 6.2.2 6.2.2..

Maximum Diameter or Span, ft [mm] 2 6 [7 9 2 0 m m ] 2 1 [6 4 0 0 m m ]

5.3 This practice practice is not applicable applicable for pipe with a specifi specified ed thickness less than 0.052 in. [1.32 mm] for installations under railways and airport runways.

7. Desig Design n Method Method 7.1 Streng Strength th req requir uiremen ements ts for wal walll str streng ength, th, buc bucklin kling g strength, and seam strength may be determined by either the allowable stress design (ASD) method presented in Section 8 8,, or th thee lo load ad an and d re resis sista tanc ncee fa facto ctorr de desi sign gn (L (LRF RFD) D) me meth thod od presented presen ted in Section Section 9 9.. Additionally, the design considerations in other paragraphs shall be followed for either design method.

6. Loa Loads ds 6.1 The design design load or pressure pressure on a pip pipee is comprised comprised of earth load (EL), live load (LL), and impact load (IL). These load lo adss ar aree ap appl plie ied d as a flu fluid id pr pres essu sure re ac acti ting ng on th thee pi pipe pe periphery. 6.2 For steel pipe pipe buried in a trench or in an embankment embankment on a yielding foundation, loads are defined as follows: 6.2.1 The earth load (EL) is the weight of the column column of soil directly above the pipe: ~EL! 5 Hw

8. Desig Design n by ASD Method 8.1 The thrust thrust in the pipe wall shall shall be checked checked by thr three ee criteria. Each considers the joint function of the steel pipe and the surro surroundin unding g soil envelo envelope. pe. 8.1.1 Required Wall Area: 8.1.1.1 Determine the design pressure and the ring comprescompression thrust in the steel pipe wall as follows:

(1)

6.2.2 Live Loads—The live load (LL) is that portion of the weight of vehicle, train, or aircraft moving over the pipe that is distributed through the soil to the pipe. Loads ds Und Under er Hig Highwa hwayy —Live load pressu 6.2.2.1 Live Loa pressures res for H20 highway loadings, including impact effects, are: Height of Cover, ft [m] 1 [ 0. 30 ] 2 [ 0. 61 ] 3 [ 0. 91 ] 4 [ 1. 22 ] 5 [ 1. 52 ] 6 [ 1. 83 ] 7 [ 2. 13 ] 8 [ 2. 44 ] o v e r 8 [o v e r 2 . 4 4 ]

P 5 EL 1 LL 1 IL

T 5

Live Load, lbf/ft2 [kPa] 1 8 0 0 [ 8 6 .2 ] 8 0 0 [3 8 . 3 ] 6 0 0 [2 8 . 7 ] 4 0 0 [1 9 . 2 ] 2 5 0 [1 2 . 0 ] 2 0 0 [9 .6 ] 1 7 5 [8 .4 ] 1 0 0 [4 .8 ] n e gl e c t [ − ]

Cover, ft [m] [0 .6 1 ] [1 .5 2 ] [2 .4 4 ] [3 .0 5 ] [3 .6 6 ] [4 .5 7 ] [6 .1 0 ] [9 .1 4 ] [o v e r 9 . 1 4 ]

PS 2

(3)

8.1.1.2 8.1.1. 2 Det Determ ermine ine the requir required ed wal walll cro crossss-sect section ional al are area. a. The safety factor (SF) on wall area is 2. A 5

T ~SF! f y

(4)

Select from Table 2, 2, Table 4, 4, Table 6, 6, Table 8, 8, Table Table 10 10,, Table 12, 12, Table 14, 14, Table 16, 16, Ta Table ble 18 18,, Ta Table ble 20 20,, Table 22, 22, Table 24, 24, Table 26, 26, Table 28, 28, Table 30, 30, Table 32, 32, or or Table Table 34 [Table 3, 3, Table 5, 5, Table 7, 7, Table 9, 9, Table 11, 11, Table 13, 13, Table 15,, Table 17, 15 17, Table 19, 19, Table 21, 21, Table 23, 23, Table 25, 25, Table 27, 27, Table 29, 29, Table 31, 31, Table 33, 33, or Ta Table ble 35 35]] a wall thickness equal to or greater than the required wall area ( A). 8.1.2 Critical Buckling Stress—Check section profile with the required wall area for possible wall buckling. If the critical lesss th than an th thee mi mini nimu mum m yie yield ld st strress f y , buckling buckl ing stress f c is les recalculate the required wall area using f c instead of f y.

6.2.2.2 Live Loads Under Railways—Live load press pressures ures for E80 rai railway lway loadings, loadings, inc includ luding ing imp impact act ef effec fects, ts, are as follows: Height of 2 5 8 10 12 15 20 30 ov er 30

(2)

Live Load, lbf/ft2 [kPa] 3 8 0 0 [1 8 1 .9 ] 2400 [114.9] 1 6 0 0 [7 6 . 6 ] 1100 [52.7] 8 0 0 [3 8 . 3 ] 6 0 0 [2 8 . 7 ] 3 0 0 [1 4 . 4 ] 1 00 [ 4. 8] n eg l e c t [ − ]

s , If s

6.2.2.3 Values for intermediate covers shall be interpolated. Loadss Under Aircraft Aircraft Runwa Runways ys—Becaus 6.2.2.4 Live Load —Becausee of the many different wheel configurations and weights, live load pressures for aircraft vary. Such pressures must be determined for the specific aircrafts for which the installation is designed; see FAA Standard AC No. 150/5320-5B.

f u 2 ks 24 E then f c 5 f u 2 f u 48 E r

Œ

r k

s . If s

S D

Œ

r k

24 E 12 E then f c 5 f u ks 2 r

8.1.3 Required Seam Strength: 3

S D

2

(5)

(6)

A 796/A 796M – 06 8.1.3.1 Since helical lockseam and welded-seam 8.1.3.1 welded-seam pipe have no longitudinal longitudinal seams, this criterion is not valid for these types of pipe. 8.1.3.2 8.1.3 .2 For pipe fabricated with longitudinal longitudinal seams (riveted, spot-welded, spot-w elded, or bolted bolted)) the seam streng strength th shall be suf suffi ficient cient to develop the thrust in the pipe wall. The safety factor on seam strength (SS) is 3. ~SS! 5 T ~SF!

10.2 For curve 10.2 curve and tangent tangent corrug corrugated ated pipe ins install talled ed in a trench cut in undisturbed soil, the flexibility factor shall not exceed the following: Dept De pth h of Cor orru ruga gati tion on,, in in.. [m [mm] m] 1 ⁄ 4 [6.5] 38 ⁄ [10] 12 ⁄ [13] 1 [ 25 ] 2 [ 51 ] 51 ⁄ 2 [140]

(7)

8.1.3.3 Check the ultimate seam strengths 8.1.3.3 strengths shown shown in Table in Table 4, 4, Table 6, 6, Table 32, 32, or or Table Table 34, 34, [ [Table Table 5, 5, Table 7, 7, Table 33, 33, or Table 35]. 35]. If the required seam strength exceeds that shown for the steel thickness already chosen, use a heavier pipe whose seam strength exceeds the required seam strength.

10.3 For curve and tangent tangent corrugated pipe installed installed in an embankment or fill section and for all multiple lines of pipe, the flexibility factor shall not exceed the following: Dept De pth h of Co Corr rrug ugat atio ion, n, in in.. [m [mm] m] ⁄ [6.5] 38 ⁄ [10] 12 ⁄ [13] 1 [ 25 ] 2 (round pipe) [51] 2 (p (pip ipee-ar arch ch,, ar arch ch,, un unde derp rpas ass) s) [5 [51] 1] 51 ⁄ 2 (round pipe) [140] 51 ⁄ 2 (pipe-arch, arch, underpass) [140] 14

9. Desi Design gn by LRFD Method Method 9.1 Factored Loads —The pipe shall be designed to resist the following combination combination of factor factored ed earth load (EL) and live load plus impact (LL + IL): P f 5 1.95 EL 1 1.75 ~ LL 1 IL!

(8)

(9)

9.3 Factored Resistance—The factored resistance (Rf ) shall equal or exceed the factored thrust. Rf shall be calculated for the limit states of wall resistance, resistance to buckling, and seam resistance (where applicable) as follows: R f 5 f Rn

Profile, in. [mm] ⁄ 4 by 3 ⁄ 4 by 71 ⁄ 2 [19 by 19 by 190] 3 ⁄ 4 by 1 by 81 ⁄ 2 [19 by 25 by 216] 3 ⁄ 4 by 1 by 111 ⁄ 2 [19 by 25 by 292] 3

Profile, in. [mm] ⁄ by 3 ⁄ 4 by 71 ⁄ 2 [19 by 19 by 190] 34 ⁄ by 1 by 81 ⁄ 2 [19 by 25 by 216] 34 ⁄ by 1 by 111 ⁄ 2 [19 by 25 by 292] 34

Profile, in. [mm] ⁄ 4 by 3 ⁄ 4 by 71 ⁄ 2 [19 by 19 by 190] 3 ⁄ 4 by 1 by 81 ⁄ 2 [19 by 25 by 216] 34 ⁄ by 1 by 111 ⁄ 2 [19 by 25 by 292] 3

10.1 The pipe sha 10.1 shall ll hav havee eno enough ugh rigidity rigidity to wit withst hstand and the forces that are normally applied during shipment, handling, and installation. installa tion. Both shop- and field-assembled field-assembled pipe shall have strengt stre ngth h ade adequa quate te to with withstan stand d com compac paction tion of the sid sidefill efill without interior bracing to maintain pipe shape. Handling and installation installa tion rigidity is measur measured ed by the following flexibility flexibility requirement.

FF, in./lbf [mm/N] 0.217 I1/3 [0.0488] 0.140 I1/3[0.0315] 0.140 I1/3[0.0315]

10.7 For composite composite ribbed pipe, the flexibility flexibility factor limits for ribbed pipe in 10.4-10.6 shall be multiplied by 1.05. 10.8 10. 8 For closed closed rib pip pipee ins install talled ed in a tre trench nch cut in und undisisturbed soil, or in an embankment or fill section, and for all multip mul tiple le lin lines es of suc such h pip pipe, e, the flexibility flexibility factor factor sha shall ll not exceed the following:

10. Handl Handling ing and Installation Installation

s2 EI

FF, in./lbf [mm/N] 0.263 I1/3 [0.0591] 0.163 I1/3[0.0366] 0.163 I1/3[0.0366]

10.6 For ribbed pipes pipes and ribbed pipes with metallic-coated metallic-coated inserts, installed in an embankment or fill section, the flexibility factor shall not exceed the following:

(11)

9.5 Resistance to Buckling—The nominal resistance calculated using Eq 11 shall be investigated for buckling. If f c < f y, Rn shall be recalculated using f c instead of f y. The value of f c shall be determined from Eq 5 or Eq 6 as applicable. 9.6 Seam Resistance— For pipe fabricated with longitudinal seams, the nominal resistance of the seam per unit length of wall shall be taken as the ultimate seam strength shown in Table 4, 4, Table 6, 6, Table 32, 32, or or Table Table 34 [ 34 [Table Table 5, 5, Table 7, 7, Table 33,, or 33 or Table Table 35]. 35].

~FF ! 5

FF, in./lbf [mm/N] 0.367 I1/3 [0.0825] 0.262 I1/3[0.0589] 0.220 I1/3[0.0495]

10.5 For ribbed pipes pipes and ribbed pipes with metallic-coated metallic-coated inserts, installed in a trench cut in undisturbed soil and where the soil envelo envelope pe does not meet the requir requirements ements of 18.2.3, 18.2.3, the flexibility factor shall not exceed the following:

(10)

The resistance factor (f) shall be as specifi specified ed in Table in Table 1. 1. The nominal nomin al resista resistance nce (Rn) shall be calculated as specified in 9.4 9.4,, 9.5,, and 9.6 9.5 9.6.. 9.4 Wall Resistance—The nominal axial resistance per unit length of wall withou withoutt consid consideration eration of buckling shall be taken as: Rn 5 f y A

FF, in in./ ./lb lbff [m [mm/ m/N] N] 0 . 0 4 3 [0 .2 4 5 ] 0 . 0 4 3 [0 .2 4 5 ] 0 . 0 4 3 [0 .2 4 5 ] 0 .0 3 3 [0 .1 8 8 ] 0.020 [0.114] 0.03 0. 030 0 [0 [0.1 .171 71]] 0.020 [0.114] 0.030 [0.171]

10.4 For ribbed pipes pipes and ribbed pipes with metallic-coated metallic-coated insert inse rts, s, in inst stall alled ed in a tr tren ench ch cu cutt in un undi dist stur urbe bed d so soil il an and d provid pro vided ed with a soi soill env envelop elopee mee meeting ting the req requir uireme ements nts of 18.2.3 to 18.2.3 to minimize compactive effort, the flexibility factor shall not exceed the following:

9.2 Factor — The fa fact ctor ored ed th thru rust st,, Tf , per un unit it Factored ed Thrus Thrust t —The length of wall shall be determined from the factored crown pressure Pf as follows: T f 5 P f S /2

FF, in in./ ./lb lbff [m [mm/ m/N] N] 0 .0 6 0 [ 0 . 3 4 2 ] 0 .0 6 0 [0 .3 4 2 ] 0 .0 6 0 [0 .3 4 2 ] 0 .0 6 0 [ 0 . 3 4 2 ] 0.020 [0.114] 0.020 [0.114]

Depth of Rib, in. [mm] 12 ⁄ [13] 38 ⁄ [9.5] 14 ⁄ [6]

FF, in./lbf [mm/N] 0 .0 5 7 5 [0 .3 2 8 ] 0 . 0 5 0 0 [0 . 2 8 6 ] 0 .0 5 0 0 [ 0 .2 8 6 ]

11. Minimum Cover Requirements Requirements 11.1 Minimum Cover Design—Where pipe is to be placed under roads, streets, or freeways, the minimum cover requirements shall be determined. Minimum cover ( H min) is defined as thee di th dist stan ance ce fr from om th thee to top p of th thee pi pipe pe to th thee to top p of ri rigi gid d

(12)

4

A 796/A 796M – 06 pavement paveme nt or to the top of sub subgra grade de for flexible flexible pav paveme ement. nt. Maximum axle loads in accordance with AASHTO “Standard Specification for Highway Bridges” are as follows: Class of Loading H20 HS 20 H15 HS 15

and a weight per unit length equal to the sum of the weights of liner lin er an and d sh shel ell. l. Th Thee co corr rrug ugate ated d sh shel elll sh shal alll be lim limite ited d to corr co rrug ugati ation onss ha havi ving ng a ma maxi ximu mum m pi pitch tch of 3 in in.. [7 [75 5 mm mm]] nominal and a thickness of not less than 60 % of the total thickn thi ckness ess of the equ equiva ivalen lentt stan standar dard d pip pipe. e. The dis distan tance ce between parallel helical seams, when measured along the longitudinal axis of the pipe, shall be no greater than 30 in. [750 mm].

Maximum Axle Load, lbf [N] 3 2 0 0 0 [1 4 2 3 0 0 ] 3 2 0 0 0 [1 4 2 3 0 0 ] 2 4 0 0 0 [1 0 6 7 0 0 ] 2 4 0 0 0 [1 0 6 7 0 0 ]

When:

Œ

~AL!d EI

. 0.23 or , 0.45,

14. Smoo Smooth th Pipe with with Ribs

(13)

14.1 Pipe composed composed of a single thickness thickness of smooth sheet, or smooth sheet and composite polyethylene liner, with helical rectan rec tangul gular ar or delt deltoid oid rib ribss pro project jecting ing out outwar wardly dly,, sha shall ll be designed design ed on the same basis as a standard corrugated corrugated steel pipe. 14.2 14. 2 Pip Pipee com compos posed ed of a sin single gle thickness thickness of smo smooth oth steel with helical closed ribs projecting projecting outwar outwardly dly shall be designed on the same basis as a standard corrugated pipe. 14.3 Pipe composed composed of a single thickness of smooth sheet with essentially rectangular helical ribs projecting outwardly and having metallic-coated inserts, shall be designed on the same basis as a standard corrugated steel pipe.

the minimum cover requirement is: H min 5 0.55S

Œ

~AL!d

EI

(14)

When:

Œ

~AL!d EI

, 0.23 then H min 5

S 8

(15)

S 4

(16)

When:

Œ

~AL!d EI

. 0.45 then H min 5

15. Comp Composite osite Corrugate Corrugated d Stee Steell Pipe

In al alll ca case ses, s, H min is ne neve verr le less ss th than an 1 ft [3 [30 00 mm] m].. Additionally, for pipe with a specified thickness less than 0.052 in. [1.32 mm], H min shall not be less than 2 ft [600 mm]. 11.2 Minimum Cover Under Railways —Where pipe is to be placed under railways, the minimum cover (measured from the top of the pipe to the bottom of the crossties) shall not be less than 1 ⁄ 4 of the span for factory-made pipe, or 1 ⁄ 5 of the span for field-bolted pipe. In all cases, the minimum cover is never less than 1 ft [300 mm] for round pipe, or 2 ft [600 mm] for arches and pipe-arches. 11.3 Minimum Cover Under Aircraft Runways —Where pipe is to be placed under rigid-pavement runways, the minimum cover is 1.5 ft [450 mm] from the top of the pipe to the bottom of the slab, regardless of the type of pipe or the loading. For pipee und pip under er flex flexibl ible-p e-pave avemen mentt run runway ways, s, the min minimu imum m cov cover er must be determined for the specific pipe and loadings that are to be considered; see FAA Standard AC No. 150/5320-5B. 11.4 Construction Loads —It is important to protect drainage structures during construction. Heavy construction equipment shall not be allowed close to or on buried pipe unless provis pro vision ionss are mad madee to acco accommo mmodat datee the loa loads ds imp impose osed d by such suc h equ equipm ipment ent.. The minimum minimum cover shall be 4 ft [1. [1.2 2 m] unless field conditions and experience justify modification.

15.1 Com 15.1 Compos posite ite corrugat corrugated ed stee steell pip pipee of all typ types es sha shall ll be designed on the same basis as standard corrugated steel pipe with a curve and tangent profile. 16. Pipe Pipe-Ar -Arch ch Design 16.1 Pip 16.1 Pipe-a e-arch rch and und underp erpass ass des design ign sha shall ll be sim similar ilar to round pipe using twice the top radius as the span ( S ). ). 17. Mate Material rialss 17.1 Acceptable pipe materia materials, ls, method methodss of manufacture, manufacture, and quality of finished pipe are given in Specifications A 760/ A 760M, 760M , A 761/A 761M, 761M , A 762/A 762M, 762M , A 978/A 978M, 978M , A 1019/A 1019M, 1019M , and and A A 1042/A 1042M. 1042M . 18. Soil Design Design 18.1 The performance performance of a flexible corrugated corrugated steel pipe is dependent depen dent on soil-s soil-structu tructure re intera interaction ction and soil stif stiffness fness.. 18.2 Soil Parameters to be Considered : 18.2.1 18.2. 1 The type and anticip anticipated ated behavior behavior of the foundation foundation soil under the design load must be considered. 18.2.2 18.2. 2 The type compacted density and strength properties properties of the soil envelope immediately adjacent to the pipe shall be estab es tablis lishe hed. d. Go Good od sid sidee-fill fill ma mater teria iall is co cons nsid ider ered ed to be a granular material with little or no plasticity and free of organic material. Soils meeting the requirements of Groups GW, GP, GM, GC, SW, and SP as described in Classification D Classification D 2487 are 2487 are acceptable, when compacted to 90 % of maximum density as determ det ermine ined d by Test Met Method hod D 698. 698. Test Test Metho Method d D 1556, D 2167, 2167, D 2922 2922,, or D 2937 are are alte alterna rnate te met method hodss use used d to determine the in-place density of the soil. Soil types SM and SC are acceptabl acceptablee but require require clo closer ser con contro troll to obt obtain ain the specified density; the recommendation of a qualified geotechnica ni call or so soils ils en engi gine neer er is ad advi visab sable, le, pa part rtic icul ular arly ly on lar large ge structures. 18.2.3 18.2. 3 Ribbed pipes, ribbed pipes with metallic-coated metallic-coated inserts, and composite ribbed pipes covered by 10.4 shall have

12. Defle Deflectio ction n 12.1 The application of deflection design criteria is optional. Long-term Longterm field experi experience ence and test results have demonstrated demonstrated that corrugated steel pipe, properly installed using suitable fill material, will experience no significant deflection. Some designers, however, continue to apply a deflection limit. 13. Smoot Smooth-Lin h-Lined ed Pipe 13.1 Corru Corrugated gated steel pipe composed of a smooth interior interior steel liner and a corru corrugated gated steel exterior shell that are attached integrally integr ally at the continuous continuous helical lockseam shall be design designed ed in accordance with this practice on the same basis as a standard corrugated steel pipe having the same corrugation as the shell 5

A 796/A 796M – 06 soil env soil envelo elopes pes of clea clean, n, non nonplas plastic tic mate material rialss mee meeting ting the requirements of Groups GP and SP in accordance with Classification D 2487, or well-graded granular materials meeting the requirements of Groups GW, SW, GM, SM, GC, or SC in accorda acco rdance nce with Clas Classifi sificati cation on D 2487, with with a ma maxi ximu mum m plastici plas ticity ty ind index ex (PI (PI)) of 10. All env envelo elope pe mate materia rials ls sha shall ll be compacted compac ted to a minimu minimum m 90 % standard density in accord accordance ance with Test Method D 698. Maximum loose lift thickness shall be 8 in. [200 mm].

be spaced so that the sides of the pipe shall be no closer than one half of a diameter or 3 ft [900 mm], whichever is less, so that sufficient space for adequate compaction of the fill material is av avai aila labl ble. e. Fo Forr di diam amet eter erss up to 48 in in.. [1 [120 200 0 mm mm], ], th thee minimum distance between the sides of the pipes shall be no less than 2 ft [600 mm]. 19.2 Materials, such as cement slurry, slurry, soil cement, concrete, and var variou iouss foa foamed med mix mixes, es, that setset-up up with without out mec mechan hanica icall compaction compac tion are permitt permitted ed to be placed betwee between n structures with as little as 6 in. [150 mm] of clearance.

NOTE 1—Soil cement or cement slurries are acceptable alternatives to select granular materials

20. End Treatment Treatment

18.2.4 Closed rib pip 18.2.4 pipes es cov covere ered d by 10.8 shall shall me meet et th thee requirements of 18.2.2 but, 18.2.2 but, when the height of cover is over 15 ft [4.6 m], the structural soil envelope shall be compacted to 95 % of maximum density. 18.2.5 18.2. 5 The size of the structural structural soil envelope envelope shall be 2 ft [600 mm] minimum each side for trench installations and one diameter minimum each side for embank embankment ment installations. installations. This structural structural soil envelo envelope pe shall extend at least 1 ft [300 mm] above the top of the pipe. 18.3 Pipe-Arch Soil Bearing Design—The pipe-arch shape causes the soil pressure at the corner to be much higher than the soil pressure across the top of the pipe-arch. The maximum height of cover and the minimum cover requirement are often determined by the bearing capacity of the soil in the region of the pipe-arch corner. Accordingly, bedding and backfill material in the region of the pipe-arch corners shall be selected and placed such that the allowable soil bearing pressure is no less than the anticipated corner pressure calculated from the following equation: Pc 5 ~CILL 1 EL!r 1 / r rc

20.1 Prote Protection ction of end slopes shall requi require re special consideration where backwater conditions occur or where erosion and uplift could be a problem. 20.2 20. 2 End walls des design igned ed on a ske skewed wed alignment alignment req requir uireement special design. 21. Abrasive or Corrosive Corrosive Conditions Conditions 21.1 Where additional additional resista resistance nce to corro corrosion sion is requi required, red, consider increasing the steel thickness or the use of coatings. Where additional resistance to abrasion is required, consider the use of invert paving as well. 22. Construction and Installation 22.1 The construction construction and installa installation tion of corru corrugated gated steel pipee and pip pip pipe-ar e-arche chess and stee steell str struct uctura urall pla plate te pip pipe, e, pip pipeearches arc hes,, arc arches hes,, and und underp erpasse assess sha shall ll con confor form m to Pra Practic cticee A 798/A 798M or or A A 807/A 807M. 807M . 23. Structural Plate Arches

(17)

23.1 The design of structural structural plate arches shall be based on a minimum ratio of rise to span of 0.3; otherwise, the structural design is the same as for structural plate pipe. 23.2 Footing Design: 23.2.1 23.2. 1 The load transmitted to the footing is considered considered to act tangential to the steel plate at its point of connection to the footing. The load is equal to the thrust in the arch plate. 23.2.2 23.2. 2 The footing shall be designed to provide settlement settlement of an acceptable magnitude uniformly along the longitudinal axis ax is.. Pr Prov ovid idin ing g fo forr th thee ar arch ch to se settl ttlee wi will ll pr prot otect ect it fr from om possib pos sible le ove overlo rload ad for forces ces ind induce uced d by the sett settlin ling g adj adjacen acentt embankment fill. 23.2.3 23.2. 3 Where poor materials materials that do not prov provide ide adequate suppor sup portt are enc encoun ountere tered, d, a suf suffficie icient nt qua quantit ntity y of the poo poorr material shall be removed and replaced with acceptable material. 23.2.4 23.2. 4 It is unde undesirable sirable to make the arch relatively unyieldunyielding in g or fix fixed ed co comp mpar ared ed to th thee ad adja jacen centt sid sidefi efill. ll. Th Thee us usee of massive footings or piles to prevent settlement of the arch is generally gener ally not requi required. red. 23.2.5 23.2. 5 Inver Invertt slabs or other appropriate appropriate methods should be provided when scour is anticipated.

LL shall be cal calcula culated ted as des descri cribed bed in Sect Section ion 6 for the design depths of fill (maxim (maximum um and minimu minimum), m), except that the follo fo llowi wing ng mo modi dific ficati ation onss sh shal alll be ma made de to re remo move ve im impa pact ct effects: (1) for H20 live loads (see 6.2.2.1 6.2.2.1)) use 1600 psf [77 kPa] instead of 1800 psf [86 kPa]; and ( 2) for E80 live loads, divide the live load pressures listed in 6.2.2.2 in 6.2.2.2 by by 1.5. The factor C 1 may be conservatively taken as 1.0 or may be calculated as follows: 18.3.1 18.3. 1 For H20 highway highway live loads: C 1 5 L1 / L2 when L 2 # 72 in. [1830 mm #

(18)

C 1 5 2 L1 / L3 when L 2 . 72 in. [1830 mm #

where: L1 40 1 ~h 2 12!1.75 [ L1 5 1016 1 ~h 2305!1.75]

(19)

L2 5 L1 1 1.37s [ L2 5 L1 1 1.37s] L3 5 L2 1 72 [ L3 5 L 2 1 1829]

18.3.2 18.3. 2 For E80 railway railway live loads: C 1 5 L1 / L2

(20)

L1 5 96 1 1.75h [ L1 5 2438 1 1.75h]

(21)

where: L2 5 L1 1 1.37s [ L2 5 L1 1 1.37s]

24. Keyw Keywords ords

19. Mini Minimum mum Spacing Spacing

24.1 abr 24.1 abrasiv asivee con condit dition ions; s; bur buried ied app applica lication tions; s; com compos posite ite struct str ucture ure;; cor corros rosive ive con conditi ditions ons;; cor corrug rugated ated stee steell pip pipe; e; dea dead d loads; embankment installation; handling and installation; live

19.1 Whe 19.1 When n mul multip tiple le line liness of pip pipes es or pip pipe-a e-arch rches es gre greater ater than 48 in. [1200 mm] in diameter or span are used, they shall 6

A 796/A 796M – 06 loads; minimum cover; sectional properties; properties; sewers; steel pipe structural structu ral design design;; trench installation TABLE 2 Sectio Sectional nal Properties Properties of Corrugated Corrugated Steel Sheets for Corrugation: Corrugation: 1 1 ⁄ 2 by 1 ⁄ 4 in. (Helical)

NOTE 1—Dim 1—Dimensio ensions ns shown in the figure are exact values used in calcula calculating ting the sectio section n properties. properties. Nominal values, for some of these dimensions, dimensions, are used in other places in this practice.

Specified Thickness, in.

Area of Section, A, in.2 /ft

Tangent Length, TL, in.

Tangent Angle, D,°

Moment of Inertia, l 3 10 –3 in.4 /in.

Radius of Gyration, r, in.

0.040A 0 . 05 2 0 . 06 4 0 . 07 9

0. 45 6 0 .6 0 8 0 .7 6 1 0 .9 5 0

0. 57 1 0. 56 6 0. 56 0 0. 55 4

2 1 .4 4 2 1 .5 2 2 1 .6 1 2 1 .7 1

0. 25 3 0 .3 4 3 0 .4 3 9 0 .5 6 6

0. 08 1 6 0 .0 8 2 4 0 .0 8 3 2 0 .0 8 4 6

A

This thickness should only be used for the inner liner of double-wall type IA pipe, or for temporary pipe. When used for other than temporary pipe, it should be polymer coated.

TABLE 3 Sectio Sectional nal Properties Properties of Corru Corrugated gated Steel Sheets for Corrugation: Corrugation: 38 by 6.5 mm (Helic (Helical) al) [SI Units]

Specified Thickness, mm

Area of Section, A, mm2 /mm

Tangent Length, TL, mm

Tangent Angle, D,°

Moment of Inertia, l, mm4 /mm

Radius of Gyration, r, mm

1.02A 1 .3 2 1 .6 3 2 .0 1

0. 96 5 1 .2 8 7 1.611 2.011

1 4 .5 1 4. 4 1 4. 2 1 4. 1

2 1 .4 4 2 1. 52 2 1. 61 2 1. 71

4 .1 5 5 .6 2 7 .1 9 9 .2 8

2 .0 7 2. 08 2.11 2. 15

A


7

A 796/A 796M – 06 TABLE 4 Sectio Sectional nal Properties of Corrugated Corrugated Steel Sheets for Corrugation: Corrugation: 2 2 ⁄ 3 by 1 ⁄ 2 in. (Annular or Helical)


Specified Thickness, in. A

0.040 0 .0 5 2 0 .0 6 4 0 .0 7 9 0 .1 0 9 0 .1 3 8 0 .1 6 8

Area of Section, A, in.2 /ft 0. 46 5 0 .6 1 9 0 .7 7 5 0 .9 6 8 1 .3 5 6 1 .7 4 4 2 .1 3 3

Tangent Length, TL, in. 0. 78 5 0. 77 8 0. 77 0 0. 76 0 0. 74 0 0. 72 0 0. 69 9

Tangent Angle, D,° 2 6. 56 2 6. 65 2 6. 74 2 6. 86 27.11 2 7. 37 2 7. 65



1 .1 2 2 1 .5 0 0 1 .8 9 2 2 .3 9 2 3 .4 2 5 4 .5 3 3 5 .7 2 5

0 .1 7 0 2 0 .1 7 0 7 0 .1 7 1 2 0 .1 7 2 1 0 .1 7 4 1 0 .1 7 6 6 0 .1 7 9 5

Ultimate Longitudinal Seam Strength of Riveted or Spot Welded Corrugated Steel Pipe in Pounds per Foot of Seam 16-in. Rivets ⁄ 16

⁄ 8-in. Rivets

5

3

Si ngl e

Double

Si ngl e

Double

. . 16 18 . . .

... ... 21 6 00 29 8 00 ... ... ...

. . . . 23 24 25

... ... ... ... 46 800 49 000 51 300

.. .. 7 00 2 00 .. .. ..

.. .. .. .. 4 00 5 00 6 00

A


TABLE 5 Sectio Sectional nal Properties Properties of Corru Corrugated gated Steel Sheets for Corrugation: Corrugation: 68 by 13 mm (Ann (Annular ular or Helical) [SI Units]

Specified Thickness, mm 1.02A 1 .3 2 1 .6 3 2 .0 1 2 .7 7 3 .5 1 4 .2 7

Area of Section, A, mm2 /mm 0. 98 4 1. 31 0 1. 64 0 2. 04 9 2. 87 0 3. 69 1 4. 51 5

Tangent Length, TL, mm 1 9. 9 1 9 .8 1 9 .6 1 9 .3 1 8 .8 1 8 .3 1 7 .8

Tangent Angle, D, ° 2 6 .5 6 2 6 .6 5 2 6 .7 4 2 6 .8 6 27.11 2 7 .3 7 2 7 .6 5



1 8 .3 9 2 4 .5 8 3 1 .0 0 3 9 .2 0 5 6 .1 3 7 4 .2 8 9 3 .8 2

4. 23 2 4. 33 6 4. 34 8 4. 37 1 4. 42 2 4. 48 6 4. 55 9

A

Ultimate Longitudinal Seam Strength of Riveted or Spot Welded Corrugated Steel Pipe in kN per m of Seam 8-mm Rivets

10-mm Rivets

Si ngl e

Double

Si ngl e

Double

... ... 24 4 26 6 ... ... ...

... ... 31 5 43 5 ... ... ...

... ... ... ... 3 41 3 57 3 74

... ... ... ... 68 3 71 5 74 8


8

A 796/A 796M – 06 TABLE 6 Sectio Sectional nal Properties Properties of Corru Corrugated gated Steel Sheets for Corrugation: Corrugation: 3 by 1 in. (Ann (Annular ular or Helical)


Specified Thickness, in. 0 .0 5 2 0 .0 6 4 0 .0 7 9 0 .1 0 9 0 .1 3 8 0 .1 6 8

Area of Section, A, in.2 /ft 0.711 0. 89 0 1.113 1. 56 0 2. 00 8 2. 45 8

Tangent Length, TL, in. 0 .9 5 1 0 .9 3 8 0 .9 2 2 0 .8 8 9 0 .8 5 5 0 .8 1 9

Tangent Angle, D, ° 4 4 .3 9 4 4 .6 0 4 4 .8 7 4 5 .4 2 4 6 .0 2 4 8 .6 5



6 .8 9 2 8 .6 5 8 1 0. 88 3 1 5. 45 8 2 0. 17 5 2 5. 08 3

0 .3 4 1 0 0 .3 4 1 7 0. 34 2 7 0. 34 4 8 0. 34 7 2 0. 34 9 9

Ultimate Longitudinal Seam Strength of Riveted or Spot Welded Corrugated Steel Pipe in Pounds per Foot of Seam ⁄ -in. Rivets

38

⁄ -in. Rivets

7 16 16

Double

Double

. 28 35 . . .

. . . 53 63 70

.. 70 0 700 .. .. ..

.. .. .. 000 700 700

TABLE 7 Sectio Sectional nal Properties Properties of Corru Corrugated gated Steel Sheets for Corrugation: Corrugation: 75 by 25 mm (Ann (Annular ular or Helical) [SI Units]

Specified Thickness, mm 1 .3 2 1 .6 3 2 .0 1 2 .7 7 3 .5 1 4 .2 7

Area of Section, A, mm2 /mm 1 .5 0 5 1 .8 8 4 2 .3 5 6 3 .3 0 2 4 .2 5 0 5 .2 0 3

Tangent Length, TL, mm 2 4 .2 2 3 .8 2 3 .4 2 2 .6 2 1 .7 2 0 .8

Tangent Angle, D, ° 4 4 .3 9 4 4 .6 0 4 4 .8 7 4 5 .4 2 4 6 .0 2 4 6 .6 5

Moment of Inertia, l, mm4 /m


112.94 14 1. 88 17 8. 34 25 3. 31 33 0. 61 411.04

8 .6 6 1 8 .6 7 9 8 .7 0 5 8 .7 5 8 8 .8 1 9 8 .8 8 7

9

Ultimate Longitudinal Seam Strength of Riveted or Spot Welded Corrugated Steel Pipe in kN per m of Seam 10-mm Rivets

11-mm Rivets

Double

Double

... 41 9 52 1 ... ... ...

... ... ... 773 929 10 32

A 796/A 796M – 06 TABLE 8 Sectio Sectional nal Properties Properties of Corru Corrugated gated Steel Sheets for Corrugation: Corrugation: 5 by 1 in. (Heli (Helical) cal)




Tangent Angle, D,°



0 .0 6 4 0 .0 7 9 0 .1 0 9 0 .1 3 8 0 .1 6 8

0. 79 4 0. 99 2 1. 39 0 1. 78 8 2. 18 6

0 .7 3 0 0 .7 0 8 0 .6 6 4 0 .6 1 0 0 .5 6 4

3 5 .5 8 3 5 .8 0 3 6 .3 0 3 6 .8 1 3 7 .3 9

8 .8 5 0 11.092 1 5 .5 5 0 2 0 .3 1 7 2 5 .0 3 2

0. 36 5 7 0. 36 63 0. 36 77 0. 36 93 0.3711

TABLE 9 Sectio Sectional nal Properties Properties of Corru Corrugated gated Steel Sheets for Corrugation: Corrugation: 125 by 25 mm (Heli (Helical) cal) [SI Units]





Tangent Angle, D,°

Moment of Inertia, I, mm4 /mm


1 .6 3 2 .0 1 2 .7 7 3 .5 1 4 .2 7

1 .6 8 1 2 .1 0 0 2 .9 4 2 3 .7 8 5 4 .6 2 7

1 8 .5 1 8 .0 1 6 .9 1 5 .6 1 4 .3

3 5 .5 8 3 5 .8 0 3 6 .3 0 3 6 .8 1 3 7 .3 9

1 4 5. 03 1 8 1. 77 2 5 6. 46 3 3 2. 94 411.18

9 .2 8 9 9 .3 0 4 9 .3 4 0 9 .3 8 0 9 .4 2 6

10

A 796/A 796M – 06 TABLE 10 Sectio Sectional nal Properties Properties for Spiral Rib Pipe for 3 ⁄ 4 in. Wide by 3 ⁄ 4 in. Deep Rib with a Spacing of 7 1 ⁄ 2 in. Center to Center (Helical)


Effective PropertiesA

A


Area of Section, A, in.2 /ft.

0 .0 6 4 0 .0 7 9 0 .1 0 9 0 .1 3 8

0 .5 0 9 0 .7 1 2 1 .1 8 4 1 .7 1 7

Moment of Inertia, l 3 10 –3 in.4 /in. 2 .8 2 1 3 .7 0 1 5 .5 3 7 7 .4 3 3

Radius of Gyration, r, in. 0 .2 5 8 0 .2 5 0 0 .2 3 7 0 .2 2 8

Net effective effective proper properties ties at full yield stress.

TABLE 11 Sectio Sectional nal Properties Properties of Spiral Rib Pipe for 19 mm Wide by 19 mm Deep Rib with a Spacin Spacing g of 190 mm Center to Center (Helical) [SI Units]

Effective PropertiesA Specified Thickness, mm 1 .6 3 2 .0 1 2 .7 7 3 .5 1 A

Moment of Inertia, l, mm4 /mm 4 6. 23 6 0. 65 9 0. 74 1 2 1 .8 1

Area of Section, A, mm2 /mm 1 .0 7 7 1 .5 0 7 2 .5 0 6 3 .6 3 4

Radius of Gyration, r, mm 6. 55 6. 34 6. 02 5 .7 9


TABLE 12 Sectio Sectional nal Properties Properties of Ribbed Pipe with Inserts: 3 ⁄ 4 in. Wide by 3 ⁄ 4 in. Deep Rib with a Spacing of 7 1 ⁄ 2 in. Center to Center (Helical)

NOTE—Dimensions shown in the figure are exact values used in calculating the section properties. Nominal values, for some of these dimensions, are used in other places in this practice.

Effective PropertiesA Specified Thickness, in.

Moment of Inertia, I 3 10 –3, in.4 /in.


11


A 796/A 796M – 06 0 .0 6 4 0 .0 7 9 0 .1 0 9 0 .1 3 8 A

0. 50 9 0. 71 2 1. 18 4 1. 71 7

2 .8 2 1 3 .7 0 1 5 .5 3 7 7 .4 3 3

0 .2 5 8 0 .2 5 0 0 .2 3 7 0 .2 2 8


TABLE 13 Section Sectional al Properties Properties of Ribbed Pipe with Inserts: 19 mm Wide by 19 mm Deep Rib with a Spacing of 190 mm Cente Centerr to Center (Helical) [SI Units]

Effective PropertiesA Specified Thickness, mm 1 .6 3 2 .0 1 2 .7 7 3 .5 1 A

Moment of Inertia, I , mm4 /mm 4 6. 23 6 0. 65 9 0. 74 1 2 1 .8 1

Area of Section, A, mm2 /mm 1 .0 7 7 1 .5 0 7 2 .5 0 6 3 .6 3 4

Radius of Gyration, r, mm 6. 55 6. 34 6. 02 5 .7 9


TABLE 14 Sectio Sectional nal Properties Properties of Spiral Rib Pipe for 3 ⁄ 4 in. Wide by 1 in. Deep Rib with a Spacing of 11 1 ⁄ 2 in. Center to Center (Helical)



A


Area of Section, A, in.2 /ft.

0 .0 6 4 0 .0 7 9 0 .1 0 9

0 .3 7 4 0 .5 2 4 0 .8 8 3

Moment of Inertia, l 3 10 –3 in.4 /in. 4 .5 8 0 6 .0 8 0 9 .2 6 0

Radius of Gyration, r, in. 0 .3 8 3 0 .3 7 3 0 .3 5 5



Effective PropertiesA Specified Thickness, mm



12


A 796/A 796M – 06 1 .6 3 2 .0 1 2 .7 7 A

0. 79 2 1. 10 9 1. 86 9

7 5 .0 5 9 9 .6 3 1 5 1 .7 4

9 .7 3 9 .4 7 9 .0 2


TABLE 16 Sectio Sectional nal Properties Properties of Spiral Rib Pipe for 3 ⁄ 4 in. Wide by 1 in. Deep Rib with a Spacing of 8 1 ⁄ 2 in. Center to Center (Helical)


Effective PropertiesA Specified Thickness, in. 0 .0 6 4 0 .0 7 9 0 .1 0 9 A

Area of Section, A, in.2 /ft 0 .4 9 9 0 .6 9 4 1 .1 4 9

Moment of Inerti Inertia, a, I 3 10 –3 in.4 /in. 5. 97 9 7. 91 3 11.983

Radius of Gyration, Gyration, r r , in. 0 .3 7 9 0 .3 7 0 0 .3 5 4



Effective PropertiesA Specified Thickness, mm 1 .6 3 2 .0 1 2 .7 7 A

Area of Section, A, mm2 /mm 1. 05 7 1. 46 9 2. 43 3

Moment of Inertia, I, mm4 /mm 9 7 .9 8 1 2 9 .6 7 1 9 6 .3 7


13

Radius of Gyration, r, mm 9 .6 3 9 .4 0 8 .9 9

A 796/A 796M – 06 TABLE 18 Sectio Sectional nal Properties Properties of Compo Composite site Ribbed Steel Pipe for 3 ⁄ 4 in. Wide by 3 ⁄ 4 in. Deep Rib With a Spacing of 7 1 ⁄ 2 in. Center to Center (Helical)



A



0 .0 6 4 0 .0 7 9 0 .1 0 9 0 .1 3 8

0 .5 2 0 0 .7 2 8 1 .2 1 2 1 .7 5 8

Moment of Inertia, l 3 10 –3 in.4 /in. 2 .7 6 8 3 .6 2 8 5 .4 2 4 7 .2 8 0

Radius of Gyration, r, in. 0 .2 5 3 0 .2 4 5 0 .2 3 2 0 .2 2 3


TABLE 19 Sectio Sectional nal Properties Properties of Composite Composite Ribbed Steel Pipe for 19 mm Wide by 19 mm Deep Rib With a Spacin Spacing g of 190 mm Center to Center (Helical) [SI Units]


A





1 .6 3 2 .0 1 2 .7 7 3 .5 1

1 .1 0 1 1 .5 4 1 2 .5 6 5 3 .7 2 1

4 5 .3 6 5 9 .4 5 8 8 .8 8 119.30

6 .4 3 6 .2 2 5 .8 9 5 .6 6


14

TABLE 20 Sectio Sectional nal Properties Properties of Compo Composite site Ribbed Steel Pipe for 3 ⁄ 4 in. Wide by 1 in. Deep Rib With a Spacing of 11 1 ⁄ 2 in. Center to Center (Helical)

NOTE 1—Dimensions shown in the figure are exact values used in calculating the section properties. Nominal values, for some of these dimensions, are used in other places in this practice.

1 5


A



0.064 0.079 0.109

0.371 0.521 0.878


Moment of Inertia, l 3 10 –3 in.4 /in. 3.753 4.949 7.472

Radius of Gyration, r, in. 0.348 0.338 0.320

A 7 9 6 / A 7 9 6 M – 0 6

TABLE 21 Sectio Sectional nal Properties Properties of Composite Composite Ribbed Steel Pipe for 19 mm Wide by 25 mm Deep Rib With a Spacin Spacing g of 292 mm Center to Center (Helical) (Helical) [SI Units]

1 6

Effective PropertiesA Specified Thickness, mm 1.63 2.01 2.77 A


Area of Section, A, mm2 /mm 0.785 1.103 1.858

Moment of Inertia, l, mm4 /mm 61.50 81.10 122.44

Radius of Gyration, r, mm 8.84 8.59 8.13

A 7 9 6 / A 7 9 6 M – 0 6

A 796/A 796M – 06 16 in. Center to Center (Helical) TABLE 22 Sectio Sectional nal Properties Properties for Closed Rib Pipe 1 ⁄ 2 in. Deep with Three Ribs Spaced Over 5 7 ⁄ 16

NOTE 1—Dim 1—Dimensio ensions ns shown in the figure are exact values used in calcula calculating ting the sectio section n properties. properties. Nominal values, for some of these dimensions, dimensions, are used in other places in the standard.


A

Spec Sp ecifi ified ed Th Thic ickn knes ess, s, in in..

Area Ar ea of Se Sect ctio ion, n, A, in in..2 /ft

Moment of Inertia, I 3 10 -3, in.4 /in.


0 .0 2 2 0 .0 2 8

0. 23 0 0. 34 1

0 .5 5 0 0 .7 7 8

0 .1 6 9 0 .1 6 6


TABLE 23 Sectio Sectional nal Properties Properties for Closed Rib Pipe 13 mm Deep with Three Ribs Spaced Over 138 mm Cente Centerr to Center (Helical)


A

Spec Sp ecifi ified ed Th Thic ickn knes ess, s, mm

Area Ar ea of Se Sect ctio ion, n, A, mm2 /mm



0 .5 6 0 .7 1

0 .4 8 7 0 .7 2 2

9 .0 1 1 2. 75

4 .2 9 4 .2 2

Net effective effective proper properties ties at full yield stress. 16 in. Center to Center (Helical) TABLE 24 Sectio Sectional nal Properties Properties for Closed Rib Pipe 3 ⁄ 8 in. Deep with Three Ribs Spaced Over 5 7 ⁄ 16


A

Spec Sp ecifi ified ed Thi hick ckne ness ss,, in in..


Moment of Inertia, I 3 10 -3 in.4 /in.


0. 02 2 0. 02 8

0 .2 0 0 0 .3 0 1

0 .2 6 1 0 .3 6 6

0. 12 5 0. 12 1


TABLE TA BLE 25 Sectio Sectional nal Properties Properties for Closed Rib Pipe 9.5 mm Deep with Three Ribs Spaced Over 138 mm Center to Center (Helical) (Helical)





17


A 796/A 796M – 06 0 .5 6 0 .7 1

0 .4 2 3 0 .6 3 7

4 .2 8 6 .0 0

3 .1 8 3 .0 7

16 in. Center to Center (Helical) TABLE 26 Sectio Sectional nal Properties Properties for Closed Rib Pipe 1 ⁄ 4 in. Deep with Three Ribs Spaced Over 5 7 ⁄ 16



A

Spec Sp ecifi ified ed Thi hick ckne ness ss,, in in..


Moment of Inertia, I 3 10 -3 in.4 /in.


0. 02 2 0. 02 8

0 .1 7 0 0 .2 6 1

0. 09 12 0. 12 66

0 .0 8 0 1 0 .0 7 6 4


TABLE 27 Sectio Sectional nal Properties Properties for Closed Rib Pipe 6 mm Deep with Three Ribs Spaced Over 138 mm Center to Center Center (Helical)


A





0 .5 6 0 .7 1

0 .3 6 0 0 .5 5 2

1 .4 9 2 .0 7

2 .0 3 1 .9 4


TABLE 28 Sectio Sectional nal Properties for Composite Composite Corru Corrugated gated Pipe with 1 ⁄ 2 by 1 ⁄ 4 in. Corrugations (Helical)



Area of Section, A, in.2 /in.

Moment of Inertia, I, 3 10 I 3 10 -3 in.4 /in.


0 .0 0 9 0 .0 1 2

0 .1 7 5 0 .2 3 6

0 .0 9 9 0 .1 3 3

0. 08 2 5 0. 08 2 2

18

A 796/A 796M – 06 TABLE 29 Sectio Sectional nal Properties for Composite Composite Corrugated Pipe with 13 by 6.5 mm Corrugations Corrugations (Helical) [SI Units]



Moment of Inertia, I, 3 10 I 3 10 -3 4 mm /mm


0. 23 0. 30

0. 37 0 0. 50 0

0 .1 6 2 2 .1 8 0

2 .0 9 6 2 .0 8 8

3 TABLE 30 Sectio Sectional nal Properties for Composite Composite Corru Corrugated gated Pipe with 9 ⁄ 16 16 by ⁄ 8 in. Corrugations (Helical)




Tangent Angle, D,°

Moment of Inertia, l 3 10 -3 in.4 /in.


0 .0 0 9 0 .0 1 2

0 .2 0 0 0 .2 6 9

0. 22 2 0. 21 7

7 4 .5 5 7 5 .1 3

0 .2 5 6 0 .3 4 2

0 .1 2 3 8 0 .1 2 3 6

TABLE TA BLE 31 Sectio Sectional nal Properties Properties for Composite Composite Corru Corrugated gated Pipe with 15 by 10 mm Corrugations Corrugations (Helical) [SI Units]




Tangent Angle, D,°



0. 23 0. 30

0 .4 2 3 0 .5 6 9

5 .6 4 5 .5 0

7 4. 55 7 5. 13

4. 19 5 5. 60 4

3 .1 4 4 3 .1 3 9

19

A 796/A 796M – 06 TABLE 32 Section Sectional al Properties of Corrugated Corrugated Steel Plates for Corrugation: Corrugation: 6 by 2 in. (Annular) (Annular)





Tangent Angle, D,°



0.111 0 .1 4 0 0 .1 7 0 0 .1 8 8 0 .2 1 8 0 .2 4 9 0 .2 8 0 0 .3 1 8 0 .3 8 0

1 .5 5 6 2 .0 0 3 2 .4 4 9 2 .7 3 9 3 .1 9 9 3 .6 5 8 4.119 4 .6 7 1 5 .6 1 3

1. 89 3 1. 86 1 1. 82 8 1. 80 7 1. 77 3 1. 73 8 1. 70 2 1. 65 3 1. 58 1

4 4 .4 7 4 4 .7 3 4 5 .0 0 4 5 .1 8 4 5 .4 7 4 5 .7 7 4 6 .0 9 4 6 .4 7 4 7 .1 7

6 0 .4 1 7 7 8 .1 6 7 9 6 .1 6 7 1 0 8 .0 0 0 1 2 6 .9 1 7 1 4 6 .1 6 7 1 6 5 .8 3 4 1 9 0 .0 0 0 2 3 2 .0 0 0

0. 68 2 0. 68 4 0. 68 6 0 .6 8 8 0 .6 9 0 0 .6 9 2 0 .6 9 5 0 .6 9 8 0 .7 0 4

A

Ultimate Streng Ultimate Strength th of Bolted Structural Structural Plate Longitudinal Seams in Pounds per Foot of Seam 2 Bolts per CorrugationA,B

3 Bolts per CorrugationA,B


4 2 00 0 6 2 00 0 8 1 00 0 93 000 112 000 1 32 0 00 1 44 0 00 ... ...

... ... ... ... ... ... 1 80 00 0 ... ...

... ... ... ... ... ... 1 94 0 00 2 3 5 00 0 2 8 5 00 0

Bolts are 3 ⁄ 4-in. diameter for 0.2800.280-in. in. or thinne thinnerr materi materials. als. Thicker materials require 7 ⁄ 8-in. bolts.

B

The number of bolts per corrugation includes the bolts in the corrugation crest and in the corrugation valley; the number of bolts within one pitch.

TABLE 33 Sectio Sectional nal Properties Properties of Corru Corrugated gated Steel Plates for Corrugation: Corrugation: 152 by 51 mm (Ann (Annular) ular) [SI Units]

A




Tangent Angle, D, °

Moment of Inertia, mm4 /mm


2 .8 2 3 .5 6 4 .3 2 4 .7 9 5 .5 4 6 .3 2 7.11 8 .0 8 9 .6 5

3 .2 9 4 4 .2 4 0 5 .1 8 4 5 .7 9 8 6 .7 7 1 7 .7 4 3 8 .7 1 9 9 .8 8 7 11.881

4 8. 08 4 7. 27 4 6. 43 4 5. 90 4 5. 03 4 4. 15 4 3. 23 4 1. 99 4 0 .1 6

4 4 .4 7 4 4 .7 3 4 5 .0 0 4 5 .1 8 4 5 .4 7 4 5 .7 7 4 6 .0 9 4 6 .4 7 4 7 .1 7

9 9 0 .0 6 1 2 8 0 .9 3 1 5 7 5 .8 9 1 7 6 9 .8 0 2 0 7 9 .8 0 2 3 9 5 .2 5 2 7 1 7 .5 3 3113.54 38 0 1. 80

1 7 .3 1 7 .4 1 7 .4 1 7 .5 1 7 .5 1 7 .6 1 7 .7 1 7 .7 1 7 .9

Ultimate Streng Ultimate Strength th of Bolted Structural Structural Plate Longitudinal Seams in kN per m of Seam 2 Bolts per CorrugationA,B



613 9 05 1182 1 35 7 1 63 4 1 92 6 2 10 1 ... ...

... ... ... ... ... ... 2 62 6 ... ...

... ... ... ... ... ... 2 8 30 3 43 0 41 5 9

Bolts are M20 for 7.11 mm or thinner materials. Thicker materials require M22 bolts.

B


20

A 796/A 796M – 06 TABLE 34 Sectio Sectional nal Properties Properties of Corru Corrugated gated Steel Plates for Corrugation: Corrugation: 15 by 5 1 ⁄ 2 in. (Annular)






0 .1 4 0 0 .1 7 0 0 .1 8 8 0 .2 1 8 0 .2 4 9 0 .2 8 0 0 .2 4 9 0 .2 8 0

2. 26 0 2. 76 2 3. 08 8 3. 60 4 4.118 4. 63 3 4.118 4. 63 3

4 .3 6 1 4 .3 2 3 4 .2 9 9 4 .2 5 9 4 .2 2 0 4 .1 7 9 4 .2 2 0 4 .1 7 9

4 9. 75 4 9. 89 4 9. 99 5 0. 13 5 0. 28 5 0. 43 5 0. 28 5 0. 43

A

Ultimate Ultim ate Strength of Bolted Structural Structural Plate Moment of Inertia, Radius of Gyra- Longitudinal Seams in Pounds per Foot of Seam l 3 10 –3 tion, r, in. in.4 /in. 6 Bolts per CorrugationA 7 1 4. 63 8 7 4. 62 9 7 8. 64 1143.59 1 3 0 8 .4 2 1 4 7 2 .1 7 1 3 0 8 .4 2 1 4 7 2 .1 7

1 .9 4 8 1 .9 4 9 1 .9 5 0 1 .9 5 2 1 .9 4 3 1 .9 5 4 1 .9 4 3 1 .9 5 4

66 87 10 2 127 144 144 159 177

000 000 0 00 00 0 00 0 00 0 00 0 00 0

Bolt Diameter, in.

⁄ ⁄ 3 ⁄ 4 34 ⁄ 34 ⁄ 3 ⁄ 4 7 ⁄ 8 78 ⁄ 34 34


TABLE TA BLE 35 Sectio Sectional nal Properties Properties of Corru Corrugated gated Steel Plates for Corrugation: Corrugation: 381 by 140 mm (Ann (Annular) ular) [SI Units]







3 .5 6 4 .3 2 4 .7 9 5 .5 4 6 .3 2 7.11 6 .3 2 7.11

4 .7 8 4 5 .8 4 6 6 .5 3 6 7 .6 2 8 8 .7 1 6 9 .8 0 7 8 .7 1 6 9 .8 0 7

110.8 1 0 9 .8 1 0 9 .2 1 0 8 .2 1 0 7 .2 1 0 6 .1 1 0 7 .2 1 0 6 .1

4 9 .7 5 4 9 .8 9 4 9 .9 9 5 0 .1 3 5 0 .2 8 5 0 .4 3 5 0 .2 8 5 0 .4 3

11710.7 1 4 3 3 2 .5 1 6 0 3 7 .0 1 8 7 4 0 .1 2 1 4 4 1 .2 2 4 1 2 4 .5 2 1 4 4 1 .2 2 4 1 2 4 .5

4 9. 48 4 9. 50 4 9. 53 4 9. 58 4 9. 61 4 9. 63 4 9. 61 4 9. 63

A

Ultimate Streng Ultimate Strength th of Bolted Structural Structural Plate Longitudinal Seams in kN per m of Seam 6 Bolts per CorrugationA 9 63 1 2 70 1 4 89 1 8 53 2 1 01 2 1 01 2 3 20 2 5 83


21

Bolt Diameter, mm 19 19 19 19 19 19 22 22

A 796/A 796M – 06 SUMMARY OF CHANGES Committ Comm ittee ee A0 A05 5 ha hass id iden entifi tified ed th thee lo locat catio ion n of se selec lected ted ch chan ange gess to th this is st stan anda dard rd si sinc ncee th thee las lastt iss issue ue,, A 796/A 796M-04a, that may impact the use of this standard. (May 1, 2006) (1) Add Added ed “ri “ribbe bbed d pip pipee with metallicmetallic-coa coated ted ins inserts erts”” to the standard.

(2) Add Added ed Table Table 12 and and Table Table 13. 13.

ASTM International International takes no positi position on respecting the validi validity ty of any patent rights assert asserted ed in connec connection tion with any item mentio mentioned ned in this standard. Users of this standard are expressly advised that determination of the validity of any such patent rights, and the risk of infringement of such rights, are entirely their own responsibility. This standard is subject to revision at any time by the responsible technical committee and must be reviewed every five years and if not revised, either reapproved or withdrawn. Your comments are invited either for revision of this standard or for additional standards and should be addressed to ASTM International Headquarters. Your comments will receive careful consideration at a meeting of the responsible respon sible technical technical committee, which you may attend. If you feel that your comments have not receiv received ed a fair hearing you should make your views known to the ASTM Committee on Standards, at the address shown below. This standard is copyrighted by ASTM International, 100 Barr Harbor Drive, PO Box C700, West Conshohocken, PA 19428-2959, United States. Individual reprints (single or multiple copies) of this standard may be obtained by contacting ASTM at the above address addr ess or at 610610-832832-9585 9585 (pho (phone), ne), 610610-832832-9555 9555 (fax (fax), ), or serv service@ ice@astm astm.org .org (e-m (e-mail) ail);; or thro through ugh the ASTM webs website ite (www.astm.org).

22

3341R_92

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