ASTM A 796 A 796M 2013.pdf

A796/A796M − 13 Place by the Rubber Balloon Method D2487 Practice for Classification of Soils for Engineering D2487 Purposes (Unified Soil Classification System) D2922 Test D2922 Test Methods for Density of Soil and Soil-Aggregate in Plac Placee by Nuc Nuclear lear Methods Methods (Sh (Shallo allow w Dep Depth) th) (With3 drawn 2007) D2937 Test Me Meth thod od fo forr De Dens nsity ity of So Soil il in Pl Plac acee by th thee Drive-Cylinder Method 2.2 AASHTO Standard: 4 Standard Stand ard Specific Specifications ations for Highw Highway ay Bridge Bridgess 2.3 FAA Standard: 5 AC No No.. 15 150/ 0/53 5320 20–5 –5B B Ad Advis visor ory y Cir Circu cular lar,, “Ai “Airp rpor ortt Drainage,” Drain age,” Depart Department ment of Tran Transporta sportation, tion, Federa Federall Aviation Administration, 1970

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] 12 For 15 by 5 ⁄ –in. [380 by 140–mm] and 16 by 6–in. [400 by 150–mm] corrugations = 44 000 lbf/in.2 [300 MPa] For all other corrugations = 33 000 lbf/in.2 [225 MPa]

f u

= = specifie specified d minimum minimum tensile tensile stren strength gth For 6 by 2–in. [150 by 50–mm] corrugation Type 33 = 45 000 lbf/in.2 [310 MPa] 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— ions— For 3.1 General Definit For defi definit nition ionss of gen general eral ter terms ms used in this practice, refer to Terminology A902 A902.. 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 arch, n— a pipe shape that is supported on footings and does not have a full metal invert.

H H min H max I

3.2.2 bedding, n— the 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.

(IL) (IL) k

haunch, h, n— the 3.2.3 haunc t he 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.

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

3.2.4 invert, n— the the lowest portion of the pipe cross section; section; also, the bottom portion of the pipe. 3.2.5 pipe, n— a conduit having a full circular shape, or in a general context, all structure shapes covered by this practice. 3.2.6 pipe-arch, n— a pipe shape consisting of an approximate semi-circular semi-circular top portion, small radius corners, corners, and large radius invert.

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: A (AL) C l d E

(EL) (EL) (FF)) (FF f y

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

= = requir required ed wal walll are area, a, in.2 /ft [mm2 /mm] = maximu maximum m highway highway design design axle load, load, lbf [N] = lon longitu gitudin dinal al live load distrib distributi ution on factor factor for pipe pipe arches = depth of corru corrugation gation,, in. [mm] = modu modulus lus of elastici elasticity ty = 29 by 106 lbf/in.2 [200 by 10 3 MPa] = ea eart rth h lo load ad,, lb lbf/ f/ft ft2 [kPa] = flex flexibil ibility ity fac factor tor,, in./lb in./lbff [mm [mm/N] /N] = specifi specified ed minimu minimum m yield streng strength th

φ

5. Bas Basis is 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.

4

Available Availab 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. 5 Availab Av ailable le from Super Superintend intendent ent of Docum Documents, ents, U.S. Gover Government nment Printing Office, Washington, DC 20402. Publication No. SN-050-007-00149-5.

Copyright ASTM International Provided by IHS under license with ASTM

= = critical buckl buckling ing stress stress,, lbf/in lbf/in..2 [MPa] = height height of cov cover er,, in. [mm [mm]] det determ ermine ined d as fol fol-lows: (1) highways—from top of pipe to top of rigi ri gid d pa pave veme ment nt,, or to to top p of su subg bgra rade de fo forr 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, ft [m] = momen momentt of in iner ertia tia of co corr rrug ugat ated ed sh shap ape, e, in in..4 / 4 in. [mm /mm] (see (see Tables Tables 2-35) 2-35 ) = pres pressu sure re fr fro om im impa pact ct lo load ad,, lb lbf/ f/ft ft2 [kPa] = soil soil 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 D698 = loaded length lengths, s, in. [mm] defined defined in in 18.3 18.3 2 = pres pressu sure re fro rom m li liv ve lo load ad,, lb lbf/ f/ft ft [kPa] = total desig design n load or press pressure, ure, lbf/ft2 [kPa] = corne cornerr pressu pressure, re, lbf/ft2 [kPa] = factore factored d crown pressu pressure, re, lbf/ft2 [kPa] = radiu radiuss of gyrat gyration ion of corru corrugation gation,, in. [mm] (see Tables 2-35) 2-35) = corner radiu radiuss of pipe-a pipe-arch, rch, in. [mm] = nomi nomina nall res resis istan tance ce fo forr eac each h limi limitt stat state, e, lb lbf/ f/ ft [kN/m] = facto factore red d resi resista stanc ncee for for eac each h limi limitt stat state, e, lb lbf/ f/ ft [kN/m] = radius radius at cro crown, wn, in. [mm [mm]] = pipe diam diamete eterr or spa span, n, ft [m] = pipe diam diamete eterr or spa span, n, in. [mm [mm]] = safety factor = requi require red d se seam am st stre reng ngth th,, lb lbf/ f/ft ft [k [kN/ N/m] m] = thrust in pipe wall, lbf/ft [kN/m] = factor factored ed thrus thrustt in pipe wall, lbf/ft [kN/m [kN/m]] = uni unitt fo forc rcee de deri rive ved d fr from om 1 ft3 [1 m3] of fill material above the pipe, lbf/ft 3 [kN/m 3 ]. When actu ac tual al fil filll ma mate teri rial al is no nott kn know own, n, us usee 12 120 0 3 3 lbf/ft [19 kN/m ] = resista resistance nce factor

2

A796/A796M − 13 5.2 This practice is not applic applicable able for long-span structural structural plate pipe or other multi-radius shapes not described herein. Such structures require additi additional onal desig design n consid consideratio erations ns 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: S ha p e pipe, arch pipe-arch, underpass

6.2.2.3 Values for intermediate covers shall be interp 6.2.2.3 interpolated. olated. Loads ds Und Under er Air Aircra craft ft Run Runway ways— s— Because 6.2.2.4 Live Loa Because 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. 6.2.3 Impact Loads— 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.

8. Desig Design n by ASD Method

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

8.1 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 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. 6.2.2.1 Live Loads Under Highway— Live Live load pressures 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 ]

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

(3 )

2

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!

(4 )

f y

Select from Table 2, 2, Table 4, 4, Table 6, 6, Table 8, 8, Table 10, 10, Table 12, 12, Table 14, 14, Table 16, 16, Table 18, 18, Table 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, Ta Table ble 31 31,, Table 33, 33, or Table 35] 35] a wall thickness equal to or greater than the required wall area ( A). 8.1.2 Critical Bucklin Check section profile with Buckling g Str Stress— ess— Check the required wall area for possible wall buckling. If the critical buckling buckl ing stress f c is less tha than n the minimum minimum yiel yield d stre stress ss f y, recalculate the required wall area using f c instead of f y.

Loads ds Und Under er Rai Railwa lways— ys— Live 6.2.2.2 Live Loa Live load pressu pressures res 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 )

P 5 EL1 LL1 IL

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 0 0 [4 .8 ] ne gl e c t [ − ]

s , If s

r k

Œ

S D

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

2

TABLE 1 Resist Resistance ance Factors for LRFD Design Type of Pipe Helical pipe with lock seam or fully welded seam

L i m i t St at e Minimum wall area and buckling

Resistance Factor, φ 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


3

(5 )

A796/A796M − 13 s . If s

r k

Œ

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

strength streng th ade adequa quate te to wit withst hstand and com compac pactio tion n of the sid sidefil efilll without interior bracing to maintain pipe shape. Handling and installation install ation rigidity is measur measured ed by the follo following wing flexibility requirement.

(6 )

S D r

8.1.3 Required Seam Strength: 8.1.3.1 8.1.3 .1 Since helical lockseam and welded-seam 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!

s2

~ FF ! 5 EI

Dept De pth h of Co Corrru ruga gati tion on,, in in.. [m [mm] m] 1 ⁄ 4 [6.5] 3 ⁄ 8 [10] 12 ⁄ [13] 1 [ 25 ] 2 [ 51 ] 51 ⁄ 2 [140]

(7 )

Dept De pth h of Co Corr rrug ugat atio ion, n, in in.. [m [mm] m] ⁄ [6.5] 38 ⁄ [10] 1 ⁄ 2 [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]

9. Desi Design gn by LRFD Method Method 9.1 Factored Loads— The The pipe shall be designed to resist the following follow ing com combin binatio ation n of fact factore ored d ear earth th load (EL) and liv livee load plus impact (LL + IL): (8 )

9.2 Factored Thrust— The The factored thrust, T f , per unit length of wall shall be determined from the factored crown pressure P f as follows: T f 5 P f S / / 2

(9 )

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

(10)

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]

9.4 Wall Resistance— The The nominal axial resistance per unit length of wall withou withoutt consid consideration eration of buckling shall be taken as:

34

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 The nominal resistance calculated using Eq using Eq 11 shall 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 f c shall be determined from Eq 5 or Eq 6 as applicable.

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

9.6 Seam Resistance— For 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, 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 For closed 10.8 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

Depth of Rib, in. [mm]

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 Copyright ASTM International Provided by IHS under license with ASTM

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:

The resistance factor (φ) shall be as specified in Table in Table 1. 1. The nominal resista nominal resistance nce (Rn) shall be calculated as specified in 9.4 9.4,, 9.5,, and 9.6 9.5 9.6..

R n 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:

9.3 Factored Resistance— The 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 φ R n

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]

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: 14

P f 5 1.95 EL1 1.75 ~ LL1 IL!

(12)

10.2 10. 2 For curve 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:

8.1.3.3 8.1.3 .3 Check the ultimate ultimate seam strengths strengths 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.

` ` , , , ` ` , , ` ` , ` , , ` , , ` , , ` , ` ` , ` ` , ` ` ` , , ` , , ` , ` , , ` -

⁄ 2 [13] 3 ⁄ 8 [9.5] 1 ⁄ 4 [6] 1

4

FF, in./lbf [mm/N] 0. 05 75 [ 0. 32 8 ] 0 .0 5 0 0 [ 0 . 2 8 6 ] 0 . 0 5 0 0 [0 .2 8 6 ]

A796/A796M − 13 material, materi al, wil willl ex expe perie rienc ncee no sig signi nifica ficant nt defl deflect ection ion.. So Some me designers, however, continue to apply a deflection limit.

11. Minimum Cover Requirements Requirements 11.1 Minimum Cover Design— Where 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 paveme pav ement 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

13. Smoo Smooth-Li th-Lined ned Pipe 13.1 Corru Corrugated gated steel pipe composed of a smoot smooth h 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 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 . 0.23 or, 0.45, EI

(13)

the minimum cover requirement is: H min 5 0.55S

Œ

~ AL! d EI

14. Smoo Smooth th Pipe with with Ribs

(14)

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.

When:

Œ ~

(15)

Œ ~

(16)

S AL! d , 0.23 then H min 5 EI 8

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.

When: S AL! d . 0.45 then H min 5 EI 4

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.

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].

15. Comp Composite osite Corrugate Corrugated d Stee Steell Pipe

11.2 Minimum Cover Under Railways— Where 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.

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 ). ).

11.3 Minimum Cover Under Aircraft Runways— Where 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.

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 A760/ A760M,, A761/A761M A760M A761/A761M,, A762/A762M A762/A762M,, A978/A978M A978/A978M,, A1019/ A1019M,, and A1019M and A1042/A1042M A1042/A1042M.. 18. Soil Design Design

11.4 Construction Loads— It It is important to protect drainage structures structu res durin during g constr construction uction.. Heavy constr construction uction equip equipment ment shal sh alll no nott be al allo lowe wed d cl clos osee to or on bu buri ried ed pi pipe pe un unle less ss 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.

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,

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 Copyright ASTM International Provided by IHS under license with ASTM

5

A796/A796M − 13 L 3 5 L 2 1 72 @ L 3 5 L

GM, GC, SW, and SP as described in Classification D2487 D2487 are are acceptable, when compacted to 90 % of maximum density as determined by Test Method D698 Method D698.. Test Method D1556 Method D1556,, D2167 D2167,, D2922,, or D2922 or D2937 D2937 are are alternate methods used to determine the in-p in -pla lace ce de dens nsit ity y of th thee so soil il.. So Soil il ty type pess SM an and d SC ar aree acceptab acce ptable le but req requir uiree clo closer ser con contro troll to obt obtain ain the spe specifie cified d density den sity;; the rec recomm ommend endatio ation n of a qua qualifie lified d geo geotech technic nical al or soils engineer is advisable, particularly on large structures. 18.2.3 18. 2.3 Ribbed Ribbed pip pipes, es, rib ribbed bed pip pipes es wit with h met metalli allic-co c-coated ated inserts, and composite ribbed pipes covered by 10.4 10.4 shall shall have soill env soi 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 D2487, D2487, or well-g well-graded raded granular materials meeting the requirements of Groups GW, SW, GM, SM, GC, or SC in accordance accord ance with Classifi Classification cation D2487 D2487,, with a maximum plastici ti city ty in inde dex x (P (PI) I) of 10 10.. Al Alll en enve velo lope pe ma mate teri rial alss sh shal alll be compacted compac ted to a minimu minimum m 90 % standard density in accord accordance ance with Test Method D698 Method D698.. Maximum loose lift thickness shall be 8 in. [200 mm].

C 1 5 L 1 / L 2

L 1 5 961 1.75h @ L 1 5 24381 1.75h #

. 72

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 compa ction are permitt permitted ed to be placed betwee between n structures with as little as 6 in. [150 mm] of clearance. 20. End Treatment Treatment 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 pipe and pip pipe 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 erpass asses es sha shall ll con confor form m to Pra Practic cticee A798/A798M or or A807/A807M A807/A807M.. 23. Structural Plate Arches 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 settling ling adj adjacen acentt embankment fill.

(18)

in. @ 1830 mm#

where: L 1 40 1 ~ h 2 12! 1.75 @ L 1 5 10161 ~ h 2 305! 1.75# L 2 Copyright ASTM International Provided by IHS under license with ASTM

5 L 1 1 1.37s

@ L

2

5 L 1 1 1.37 s

(21)

19.1 19. 1 Whe When n mul multipl tiplee lin lines es 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 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].

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 2 L 1 / L 3 when L 2

19. Mini Minimum mum Spacing Spacing

(17)

(20)

L 2 5 L 1 1 1.37s @ L 2 5 L 1 1 1.37s #

18.3 Pipe-Arch Soil Bearing Design— The 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:

C 1 5 L 1 / L 2 when L 2 # 72 in. @ 1830 mm#

where:

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.

#

1 1829

18.3.2 18.3. 2 For E80 railway live live loads:

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

P c 5 ~ C I LL1 EL! r 1 / r r c

2

(19)

# 6

` , , ` , ` , , ` , , ` ` ` , ` ` , ` ` , ` , , ` , , ` , , ` , ` ` , , ` ` , , , ` ` -

A796/A796M − 13 23.2.3 Where poor materials 23.2.3 materials that do not provide adequate suppor sup portt are enc encoun ounter tered, ed, a suf suffficie icient nt qua quanti ntity ty of the poo poorr material shall be removed and replaced with acceptable material. 23.2.4 23.2. 4 It is undes undesirable irable to make the arch relatively unyieldunyielding in g or fix fixed ed co comp mpar ared ed to th thee ad adjac jacen entt si side defil fill. l. Th Thee us usee of massive footings or piles to prevent settlement of the arch is generally genera lly not requir required. ed. 23.2.5 23.2. 5 Inver Invertt slabs or other appropriate appropriate methods should be provided when scour is anticipated.

24. Keyw Keywords ords 24.1 24. 1 abr abrasiv asivee con condit dition ions; s; bur buried ied app applica lication tions; s; com compos posite ite structure struct 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 loads; minimum cover; sectional properties; properties; sewers; steel pipe structural struct ural design design;; trench installation

TABLE 2 Sectio Sectional nal Properties of Corru Corrugated gated Steel Sheets for Corrugation: Corrugation: 1 1 ⁄ 2 by 1 ⁄ 4 in. (Helical)

NOTE 1—Dimen 1—Dimensions sions shown in the figure are exact values used in calcula calculating ting the sectio section n prope properties. rties. Nominal Nominal values values,, for some of these dimen dimensions sions,, are used in other places in this practice.

` ` , , , ` ` , , ` ` , ` , , ` , , ` , , ` , ` ` , ` ` , ` ` ` , , ` , , ` , ` , , ` -

Specified Thickness, in.

Area of Section, A, 2 in. /ft

Tangent Length, TL, in.

Tangent Angle, ∆,°

0.040A 0 .0 5 2 0 .0 6 4 0 .0 7 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

Moment of Inertia, l × 10–3 in.4 /in. 0. 25 3 0 .3 4 3 0 .4 3 9 0 .5 6 6

Radius of Gyration, r, in. 0. 08 1 6 0 .0 8 2 4 0 .0 8 3 2 0 .0 8 4 6

A

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

TABLE 3 Sectional Properties of Corrugated Steel Sheets for Corrugation: 38 by 6.5 mm (Helical) [SI Units]

Specified Thickness, mm 1.02A 1 . 32 1 . 63 2 . 01

Area of Section, A, 2 mm /mm 0. 96 5 1 .2 8 7 1.611 2.011

Tangent Length, TL, mm 1 4 .5 1 4. 4 1 4. 2 1 4. 1

Tangent Angle, ∆,° 2 1 .4 4 2 1. 52 2 1. 61 2 1. 71

A

Moment of Inertia, l, 4 mm /mm 4 .1 5 5 .6 2 7 .1 9 9 .2 8

Radius of Gyration, r, mm 2 .0 7 2. 08 2.11 2. 15



7

A796/A796M − 13 TABLE 4 Sectio Sectional nal Properties of Corru Corrugated gated Steel Sheets for Corrugation: Corrugation: 2 2 ⁄ 3 by 1 ⁄ 2 in. (Annular or Helical)



Area of Section, A, in.2 /ft



0.040A 0.05 2 0.06 4 0.07 9 0.10 9 0.13 8 0.16 8

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

0. 78 5 0. 77 8 0. 77 0 0. 76 0 0. 74 0 0. 72 0 0. 69 9

2 6. 56 2 6. 65 2 6. 74 2 6. 86 27.11 2 7. 37 2 7. 65

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

Radius of Gyration, r, in. 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 5 16 38 ⁄ 16-in. Rivets ⁄ -in. Rivets Si ngl e Double Si ngl e Double ... ... ... ... ... ... ... ... 1 6 7 00 21 6 00 ... ... 1 8 2 00 29 8 00 ... ... ... ... 23 4 00 46 800 ... ... 24 5 00 49 000 ... ... 25 6 00 51 300

A


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

Specified Thickness, mm

Area of Section, A, mm2 /mm

Tangent Length, TL, mm

Tangent Angle, ∆, °

Moment of Inertia, l, mm4 /mm

Radius of Gyration, r, mm

1.02A 1.32 1.63 2.01 2.77 3.51 4.27

0. 98 4 1. 31 0 1. 64 0 2. 04 9 2. 87 0 3. 69 1 4. 51 5

1 9. 9 1 9 .8 1 9 .6 1 9 .3 1 8 .8 1 8 .3 1 7 .8

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 31 5 ... ... 26 6 43 5 ... ... ... ... 3 41 68 3 ... ... 3 57 71 5 ... ... 3 74 74 8



8

` , , ` , ` , , ` , , ` ` ` , ` ` , ` ` , ` , , ` , , ` , , ` , ` ` , , ` ` , , , ` ` -

A796/A796M − 13 TABLE 6 Sectional Properties of Corrugated Steel Sheets for Corrugation: 3 by 1 in. (Annular or Helical)






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

0.711 0. 89 0 1.113 1. 56 0 2. 00 8 2. 45 8

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

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

Moment of Inertia, l × 10 –3 in.4 /in. 6 .8 9 2 8 .6 5 8 1 0. 88 3 1 5. 45 8 2 0. 17 5 2 5. 08 3

Radius of Gyration, r, in. 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 Ultima te Longitudinal Longitudinal Seam Strength of Rivete Riveted d or Spot Welded Corrugated Steel Pipe in Pounds per Foot of Seam 38 7 16 ⁄ -in. Rivets ⁄ 16-in. Rivets Double Double ... ... 2 8 70 0 ... 35 700 ... ... 53 000 ... 63 700 ... 70 700

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





Moment of Inertia, l, mm4 /m


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

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

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

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

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

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

TABLE 8 Sectional Properties of Corrugated Steel Sheets for Corrugation: 5 by 1 in. (Helical)


9

` , , ` , ` , , ` , , ` ` ` , ` ` , ` ` , ` , , ` , , ` , , ` , ` ` , , ` ` , , , ` ` -

A796/A796M − 13 Specified Thickness, in.




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

Moment of Inertia, l × 10–3 in.4 /in. 8 .8 5 0 11.092 1 5 .5 5 0 2 0 .3 1 7 2 5 .0 3 2

Radius of Gyration, r, in. 0. 36 5 7 0. 36 63 0. 36 77 0. 36 93 0.3711

TABLE 9 Sectional Properties of Corrugated Steel Sheets for Corrugation: 125 by 25 mm (Helical) [SI Units]


` ` , , , ` ` , , ` ` , ` , , ` , , ` , , ` , ` ` , ` ` , ` ` ` , , ` , , ` , ` , , ` -

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

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

Tangent Length, TL, mm 1 8 .5 1 8 .0 1 6 .9 1 5 .6 1 4 .3

Tangent Angle, ∆,° 3 5 .5 8 3 5 .8 0 3 6 .3 0 3 6 .8 1 3 7 .3 9

Moment of Inertia, I, mm 4 /mm 1 4 5. 03 1 8 1. 77 2 5 6. 46 3 3 2. 94 411.18

Radius of Gyration, r, mm 9 .2 8 9 9 .3 0 4 9 .3 4 0 9 .3 8 0 9 .4 2 6

TABLE 10 Sectional 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 Specified Thickness, in.

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 × 10–3 in.4 /in. 2 .8 2 1 3 .7 0 1 5 .5 3 7 7 .4 3 3

10

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

A796/A796M − 13 A

Net effective properties at full yield stress.

TABLE 11 Sectional Properties of Spiral Rib Pipe for 19 mm Wide by 19 mm Deep Rib with a Spacing 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 .2 3 6 0 .6 5 9 0 .7 4 1 2 1 .8 1

Area of Section, A, mm 2 /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 of Ribbe Ribbed d Pipe with Insert Inserts: s: 3 ⁄ 4 in. Wide by 3 ⁄ 4 in. Deep Rib with a Spacing of 7 1 ⁄ 2 in. Center to Center (Helical)


A

` ` , , , ` ` , , ` ` , ` , , ` , , ` , , ` , ` ` , ` ` , ` ` ` , , ` , , ` , ` , , ` -

Effective PropertiesA Specified Thickness, in. 0 .0 6 4 0 .0 7 9 0 .1 0 9 0 .1 3 8

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

Area of Section, A, in.2 /ft 0. 50 9 0. 71 2 1. 18 4 1. 71 7



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

Effective PropertiesA


11

A796/A796M − 13 Specified Thickness, mm 1 .6 3 2 .0 1 2 .7 7 3 .5 1 A

Moment of Inertia, I , mm4 /mm 4 6 .2 3 6 0 .6 5 9 0 .7 4 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 Sectional 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 × 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


TABLE 15 Sectional Properties of Spiral Rib Pipe for 19 mm Wide by 25 mm Deep Rib with a Spacing of 292 mm Center to Center (Helical) [SI Units]

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


Area of Section, A, mm 2 /mm 0. 79 2 1. 10 9 1. 86 9

Moment of Inertia, l, mm4 /mm 7 5. 05 9 9. 63 1 5 1 .7 4

12

Radius of Gyration, r, mm 9 .7 3 9 .4 7 9 .0 2

` , , ` , ` , , ` , , ` ` ` , ` ` , ` ` , ` , , ` , , ` , , ` , ` ` , , ` ` , , , ` ` -

A796/A796M − 13 A


TABLE 16 Sectional 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 × 10–3 in.4 /in. 5 .9 7 9 7 .9 1 3 11.983

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


TABLE 17 Sectional Properties of Spiral Rib Pipe for 19 mm Wide by 25 mm Deep Rib with a Spacing of 216 mm Center to Center (Helical) [SI Units] ` , , ` , ` , , ` , , ` ` ` , ` ` , ` ` , ` , , ` , , ` , , ` , ` ` , , ` ` , , , ` ` -

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. 98 1 2 9 .6 7 1 9 6 .3 7

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


TABLE 18 Sectio Sectional nal 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)




13

A796/A796M − 13

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 × 10–3 in.4 /in. 2 .7 6 8 3 .6 2 8 5 .4 2 4 7 .2 8 0



TABLE 19 Sectional Properties of Composite Ribbed Steel Pipe for 19 mm Wide by 19 mm Deep Rib With a Spacing 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

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

Moment of Inertia, l, mm4 /mm 4 5 .3 6 5 9 .4 5 8 8 .8 8 119.30

Radius of Gyration, r, mm 6 .4 3 6 .2 2 5 .8 9 5 .6 6


` , , ` , ` , , ` , , ` ` ` , ` ` , ` ` , ` , , ` , , ` , , ` , ` ` , , ` ` , , , ` ` -


14

A796/A796M − 13 . e c i t c a r p s i h t ) l n i a c i s e l e c l H a ( p r r e e t h t n e o C i n o d t e r e s u t e n e r C a , . s n n i i o ⁄ s n 1 1 e m f i o d g e s n h e i t c a f p o S e a m o h t i s r o W f , b s i R e u p l a e v e l D a . n n i i m o 1 N y . b s e e i t d i r e W p . o r n p i n ⁄ i o r t o c e f s e h e p t i P g l n e i t e l a t S u c l d e a b c n b i i d R e e s t u i s s o e u p l m a o v C t c f a o x e s e e r i a t r e e r p u g o r fi P e l t a h n i o n i t n c e w o S h s 0 2 s n E i o L s B n e A m T i D — 1

f , o n o . s t i n u a i i , d r r y a R G

8 8 0 4 3 2 3 . 3 . 3 . 0 0 0

2

1

4

3

E T O

N

f o , 3 . t a – n 3 9 2 i 0 n t i / 5 4 7 e r 1 4 . 7 . 9 . 4 . m e n 3 4 7 n × i o I l M

A

s e i t r e p o r P e v i t c e f f E

, t f n f / o o 2 . i a t n i c e r e , A S A

, d s e s fi . i e n n c k i e i c p h S T

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

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

. s s e r t s d l e i y l l u f t a s e i t r e p o r p e v i t c e f f e t e N

] s t i n U I S [ ) l a c i l e H ( r e t n e C o t r e t n e C m m 2 9 2 f o g n i c a p S a h t i W b i R p e e D m m 5 2 y b e d i W m m 9 1 r o f e p i P l e e t S d e b b i R e t i s o p m o C f o s e i t r e p o r P l a n o i t c e S 1 2 E L B A T

A


f , o n o m s t i 4 9 3 u a m 8 i . 5 . 1 . d r , 8 8 8 y r a R G

f o , m t a m 0 0 4 i / 4 n t . 1 . . e r 4 5 e 1 1 2 m n m 6 8 2 1 o I m M l ,

A

s e i t r e p o r P e v i t c e f f E

, m f n m o o / 5 3 8 i 0 5 a t 2 8 7 m c e . 1 . 8 . r e 0 1 1 A S m , A

, d s e s fi 3 1 7 i e n m 6 c k . 0 . 7 . e i m 1 2 2 c p h S T

` , , ` , ` , , ` , , ` ` ` , ` ` , ` ` , ` , , ` , , ` , , ` , ` ` , , ` ` , , , ` ` -

. s s e r t s d l e i y l l u f t a s e i t r e p o r p e v i t c e f f e t e N A

15

A796/A796M − 13 16 in. Center to Center (Helical) TABLE 22 Sectio Sectional nal Properties for Closed Rib Pipe 1 ⁄ 2 in. Deep with Three Ribs Spaced Over 5 7 ⁄ 16

NOTE 1—Dimen 1—Dimensions sions shown in the figure are exact values used in calcula calculating ting the sectio section n prope properties. rties. Nominal Nominal values values,, for some of these dimen dimensions sions,, are used in other places in the standard.

Spec Sp ecifi ified ed Th Thic ickn knes ess, s, in in.. 0. 02 2 0. 02 8 A

Effective PropertiesA Moment of Inertia, I × 10-3, in.4 /in. 0 .5 5 0 0 .7 7 8

2

Area Ar ea of Se Sect ctio ion, n, A, in in.. /ft 0. 23 0 0. 34 1

Radius of Gyration, r, in. 0 .1 6 9 0 .1 6 6


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

Spec Sp ecifi ified ed Th Thic ickn knes ess, s, mm 0. 56 0. 71 A

Effective PropertiesA Area Ar ea of Se Sect ctio ion, n, A, mm /mm Moment of Inertia, I, mm4 /mm 0 .4 8 7 9 .0 1 0 .7 2 2 12 . 75 2

Radius of Gyration, r, mm 4 .2 9 4 .2 2


TABLE 24 Sectio Sectional nal Properties for Closed Rib Pipe 3 ⁄ 8 in. Deep with Three Ribs Spaced Over 5 7 ⁄ 16 16 in. Center to Center (Helical)


Area Ar ea of Se Sect ctio ion, n, A, in in..2 /ft 0. 20 0 0. 30 1

Effective PropertiesA Moment of Inertia, I × 10-3 in.4 /in. 0 .2 6 1 0 .3 6 6

Radius of Gyration, r, in. 0 .1 2 5 0 .1 2 1


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


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


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

Moment of Inertia, I, mm4 /mm

16


` , , ` , ` , , ` , , ` ` ` , ` ` , ` ` , ` , , ` , , ` , , ` , ` ` , , ` ` , , , ` ` -

A796/A796M − 13 0. 56 0. 71 A

0 .4 2 3 0 .6 3 7

4 . 28 6 . 00

3 .1 8 3 .0 7

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



Effective PropertiesA Moment of Inertia, I × 10-3 in.4 /in. 0 .0 9 1 2 0 .1 2 6 6

2

Area Ar ea of Se Sect ctio ion, n, A, in in.. /ft 0. 17 0 0. 26 1

Radius of Gyration, r, in. 0. 08 0 1 0. 07 6 4


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

Spec Sp ecifi ified ed Th Thic ickn knes ess, s, mm 0. 56 0. 71 A

Effective PropertiesA Area Ar ea of Se Sect ctio ion, n, A, mm /mm Moment of Inertia, I, mm4 /mm 0 .3 6 0 1 .4 9 0 .5 5 2 2 .0 7 2

Radius of Gyration, r, mm 2 .0 3 1 .9 4


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


` ` , , , ` ` , , ` ` , ` , , ` , , ` , , ` , ` ` , ` ` , ` ` ` , , ` , , ` , ` , , ` -


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

0 .0 0 9 0 .0 1 2

0 .1 7 5 0 .2 3 6


Moment of Inertia, I, I × 10-3 in.4 /in. 0. 09 9 0. 13 3

17

Radius of Gyration, r, in.

0 .0 8 2 5 0 .0 8 2 2

A796/A796M − 13 TABLE 29 Sectio Sectional nal Properties for Compo Composite site Corrugated Corrugated Pipe with 13 by 6.5 mm Corrugations Corrugations (Helical) [SI Units Units]]

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. 2 3 0. 3 0

0 .3 7 0 0 .5 0 0

Moment of Inertia, I, I × 10-3 mm4 /mm 0 .1 6 2 2 .1 8 0


2 .0 9 6 2 .0 8 8

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





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

Moment of Inertia, l × 10-3 in.4 /in. 0 .2 5 6 0 .3 4 2

Radius of Gyration, r, in. 0 .1 2 3 8 0 .1 2 3 6

TABLE 31 Sectional Properties for Composite Corrugated Pipe with 15 by 10 mm Corrugations (Helical) [SI Units]

Specified Thickness, mm 0. 23 0. 30

` ` , , , ` ` , , ` ` , ` , , ` , , ` , , ` , ` ` , ` ` , ` ` ` , , ` , , ` , ` , , ` -


Area of Section, A, 2 mm /mm 0 .4 2 3 0 .5 6 9

Tangent Length, TL, mm 5 .6 4 5 .5 0

Tangent Angle, ∆,° 7 4. 55 7 5. 13

18

Moment of Inertia, l, 4 mm /mm 4. 19 5 5. 60 4

Radius of Gyration, r, mm 3 .1 4 4 3 .1 3 9

A796/A796M − 13 TABLE 32 Sectional Properties of Corrugated Steel Plates for Corrugation: 6 by 2 in. (Annular)






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

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

Radius of Gyration, r, in. 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

Ultimate Streng Ultimate Strength th of Bolted Structural Structural Plate Longitudinal Seams in Pounds per Foot of Seam 2 Bolts per 3 Bolts per 4 Bolts per CorrugationA,B CorrugationA,B 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

A

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 Sectional Properties of Corrugated Steel Plates for Corrugation: 152 by 51 mm (Annular) [SI Units]

A B





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. 29 4 4. 24 0 5. 18 4 5. 79 8 6. 77 1 7. 74 3 8. 71 9 9. 88 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

99 0. 06 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 3 Bolts per 4 Bolts per CorrugationA,B CorrugationA,B 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. 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.


19

` , , ` , ` , , ` , , ` ` ` , ` ` , ` ` , ` , , ` , , ` , , ` , ` ` , , ` ` , , , ` ` -

A796/A796M − 13 TABLE 34 Sectional Properties of Corrugated Steel Plates for 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

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

Radius of Gyration, r, in. 1 .9 4 8 1 .9 4 9 1 .9 5 0 1 .9 5 2 1 .9 5 3 1 .9 5 4 1 .9 5 3 1 .9 5 4

Ultimate Strength of Bolted Structural Ultimate Structural Plate Longitudinal Seams in Pounds per Foot of Seam 6 Bolts per CorrugationA 66 0 0 0 87 0 0 0 10 2 0 00 1 2 7 00 0 1 4 4 00 0 1 4 4 00 0 1 5 9 00 0 1 7 7 00 0

Bolt Diameter, in. ⁄ ⁄ 3 ⁄ 4 3 ⁄ 4 3 ⁄ 4 34 ⁄ 78 ⁄ 78 ⁄ 34 34

A

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. The ultimate seam strengths listed are based on tests of staggered seams in assemblies fabricated from panels with a nominal width of 30 in. and include the contribution of additional bolts at the stagger. The listed ultimate seam strengths are only applicable for panels with a nominal width of 30 in. and with staggered seams.

` , , ` , ` , , ` , , ` ` ` , ` ` , ` ` , ` , , ` , , ` , , ` , ` ` , , ` ` , , , ` ` -


20

A796/A796M − 13 TABLE 35 Sectional Properties of Corrugated Steel Plates for Corrugation: 381 by 140 mm (Annular) [SI Units]

Specified Thickness, mm 3 .5 6 4 .3 2 4 .7 9 5 .5 4 6 .3 2 7.11 6 .3 2 7.11

Area of Section, A, mm2 /mm 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

Tangent Length, TL, mm 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

Tangent Angle, ∆, ° 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

Moment of Inertia, l, mm4 /mm 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

Radius of Gyration, r, mm 4 9. 48 4 9. 50 4 9. 53 4 9. 58 4 9. 61 4 9. 63 4 9. 61 4 9. 63

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

A

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

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. The ultimate seam strengths listed are based on tests of staggered seams in assemblies fabricated from panels with a nominal width of 762 mm and include the contribution of additional bolts at the stagger. The listed ultimate seam strengths are only applicable for panels with a nominal width of 762 mm and with staggered seams. 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. (www .astm.org). org). Permission Permission rights to photocopy the standa standard rd may also be secure secured d from the ASTM website (www.astm.or (www.astm.org/ g/ COPYRIGHT/). ` ` , , , ` ` , , ` ` , ` , , ` , , ` , , ` , ` ` , ` ` , ` ` ` , , ` , , ` , ` , , ` -


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ASTM A 796 A 796M 2013.pdf

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